HomeMy WebLinkAboutPlans.pdfite Plan
55 County Road No. 115 ras described below% situated in the , 57111/1NIT1/1 of
,Section Se, Township 6' ,South, Range 89 Nest of The St:rth Principal Meridian,
County of Garfield, ,State of Colorado
N865230"W
598.14
Legend
- o
- Be
#5933
A/umin
bearin
nd Notes:
indicates fo
ngs are ba,
found at the
m Cap foun at
of S86-52' 0 E
GRAPHIC SCALE
20 40 BO
( m FEET )
1 inch m 40 !G
5988
1000'
onument as described.
on a #5 rebar with an aluminum c• • L.S.
hwesterly comer of Parcel A and a
the West 1/4 Comer of Section 26 u Ing o
etween the two described monument
survey does n t represent a title search by this
yor to deter ni a ownership or to discover
sements or ether encumbrances of record. All
ormation p kilning to ownership, easements or other
cumbrance of ecord has been taken from title
surance c• ml ents issued by Land Title Guarantee Company
ted June t4, 4007 as Order No. GW63000661-4.
CONDITIONS OF PERMIT
BLCO-8-13-2940
Roc Gabossi
Self Storage Buildings
3892 Hwy 82
GWS, Colorado
1) ALL WORK MUST COMPLY WITH THE 2009 IBC, IMC, IPC, IFGC, IECC, IFC, AND THE
MANUFACTURERS INSTALLATION SPECIFICATIONS.
2) ALL WORK SHALL COMPLY WITH THE CURRENT "CL" ZONE DISTRICT REGULATIONS.
3) BUILDING IS APPROVED AS TYPE V -B CONSTRUCTION, S-1 OCCUPANCY.
4) CONTACT LOCAL FIRE DISTRICT FOR PERTINENT IFC REQUIREMENTS PRIOR TO
CONSTRUCTION. FIRE DISTRICT APPROVAL IS REQUIRED FOR CO/FINAL INSPECTION
5) OPEN -HOLE SOILS REPORT IS REQUIRED AT FOOTING INSPECTION, 1500 PSF.
6) ALL HIGH STRNGTH BOLTING AND FIELD WELDING REQUIRES SPECIAL INSPECTOR.
APPROVAL REPORT REQUIRED AT FRAME INSPECTION.
7) PROVIDE ACCESSIBLE SELF -STORAGE UNITS OF EACH TYPE PER 2009 IBC, TABLE 1108.3.
8) ELECTRICAL ROUGH IN APPROVAL IS REQUIRED AT FRAME INSPECTION.
9) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR CERTIFICATE OF OCCUPANCY.
10) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR CO/FINAL APPROVAL.
55 County Load No. 1 15
J. 04 acres f/—
LEGAL DESCRIPTION
A TRACT OF LAND IN THE SOUTHWEST 1/4 OF THE NORTHWEST 1/4 OF SEC770N 26,
TOWNSHIP 6 SOUTH, RANGE 89 (NEST OF THE 67H PR/NC/PAL MERIDIAN, FURTHER
DESCRIBE? AS FOLLOWS:•
BEG/NN/NC AT A PO/NT ON 771E SOUTH SIDE UNE OF SAID SOUTHWEST 1/4 OF THE
NORTHWE. T 1/4 SECT70N 26 WHENCE THE WEST 1/4 CORNER OF SAID SECT70N 26 BEARS
NORTH 86 DEGREES 52 MINUTES 30 SECONDS WEST, 491.74 FEET;
THENCE SOUTH 86 DEGREES 52 MINUTES 30 SECONDS EAST, 680.56 FEET ALONG SAID
SOUTH SDE L/NE OF SAID SOUTHWEST 1/4 OF 77-/E NOR771WEST 1/4 SECT70N 26,•
THENCE AORTN 01 DEGREE 37 MINUTES WEST, 200.65 FEET ALONG THE EAST SIDE LINE OF
SAID SOUTHWEST 1/4 OF 7HE NORTHWEST 1/4 SECTION 26,•
771ENCE AOR771 86 DEGREES 52 MINUTES 30 SECONDS WEST, 659.91 FEET TO A PO/NT
WHICH BE4RS 200 FEET NORTH 04 DEGREES 17 MINUTES 17 SECONDS EAST, OF T/ -/E POINT
OF BEG/NA/NG;
THENCE S7U77-1 04 DEGREES 17 MINUTES 17 SECONDS WEST, 200 FEET TO THE PO/NT OF
BEGINNING
TOGETHER WITH A TRACT OF LAND DESCRIBED AS:
A TRACT OF LAND /N THE SOUTHWEST 1/4 OF 77-iE NORTHWEST 1/4 OF SECT70N 26,
TOWNSHIP 6 SOUTH, RANGE 89 WEST OF 77-/E 67H PRINCIPAL MERIDIAN, FURTHER
DESCRIBE? AS FOLLOWS..
is proper y Is subject to apparent easements for
xisting uti Nes
This prop
as noted
Fo
Ca
W
S
nd
H.
t1
ti•
subject to eosemenfs, rights of way and/ or requi
1 in the records 'o the Garfield County Cie and
!\
\ \
\ \
" Aluminum \\\
E.
4 Corner
26
According to Colorado lout you mast oomrna+oi
any legal action bared uporny n adefect as
this survey solibin three y
lint discover suo4 defect in oee� maw
any legal action bared upon any depot in
toW survey be commenced more than ten years
_from Me dab of the aertyteation thous'
harem
5976
S865230 E,_[Basis of Bea$rl�
491.74'
[W772-17 SURFS NC
727 Blake Avenue
Glenwood Springs, Colo ado
(970) 928-9708 (FA 94
Email— jOWtss—us c
6gle
Proposed
8000 Gal.
Water Tank
In et 976
5973.0
971.4
auna Debar de
Aluminum Cap
L.S.#5933
S.E'RYICES'
7607
—9007)
APPROVED
BEG/NN/Nt AT A POINT ON THE SOUTH SIDE OF SAID SOUTHHEST 1/4 OF THE NORTHWEST
1/4 SECTON 26 WHENCE THE WEST 1/4 CORNER OF SAID SECT70N 26 BEARS NORTH 86
DEGREES 52 MINUTES 30 SECONDS WEST, 491.74 FEET,•
THENCE 57UTH 86 DEGREES 52 MINUTES 30 SECONDS EAST, 680.56 FEET ALONG SAID
SOWN LIE OF SAID SOUTHWEST 1/4 OF 171E NORTHWEST 1/4 SEC770N 26 TO 771E
SOUTHEA? CORNER OF SAID SOUTHWEST 1/4 OF THE NORTHWEST 1/4 OF SAID SECT70N
26,•
THENCE NORTH 01 DEGREE 37 MINUTES WEST, 200.65 FEET ALONG INE SAID EAST SIDE OF
SAID SOUNWEST 1/4 OF THE NORTHWEST 1/4 SECTION 26 TO THE TRUE POINT OF
BEG/NN/NC;
THENCE NiRTH Of DEGREE 37 MINUTES WEST ALONG 771E EAST SIDE LINE OF SAID
SOUTHWEY 1/4 OF 771E NORTHWEST 1/4, 398.27 FEET,•
THENCE NCR7N 86 DEGREES 52 MINUTES 30 SECONDS WEST, 598.14 FEET TO THE WESTERLY
RIGHT OF NAY LINE OF 771E GLENWOOD DITCH;
THENCE ALONG SAID RIGHT OF WAY LINE SOUTH 34 DEGREES 12 MINUTES 16 SECONDS
WEST, 37.0 FEET;
THENCE AUNG SAID RIGHT OF WAY LINE SOUTH 10 DEGREES 33 MINUTES WEST, 336.84
FEET TO POINT ON THE EASTERLY RIGHT OF WAY OF HIGHWAY 82,•
THENCE AONG SAID RIGHT OF WAY SOUTH 39 DEGREES 43 MINUTES 09 SECONDS EAST;
50.17 FEE`
THENCE MRTH 04 DEGREES 17 MINUTES 17 SECONDS EAST, 6.35 FEET TO A PO/NT WHICH
BEARS MRTH 86 DEGREES 52 MINUTES 30 SECONDS WEST OF THE TRUE POINT OF
BEG/NN/NC•
THENCE S1U771 86 DEGREES 52 MINUTES 30 SECONDS EAST, 659.91 FEET TO THE TRUE
POINT OFBEGINN/NG.
COUNTY Cr GARF7ELD
STATE OF COLORADO
THIS PROR-RTY IS SUBJECT TO THE FOLLOWING EXCEPTIONS PER SAID 777LE COMM/TMENT.
9. RIGHT Cr WAY FOR DITCHES OR CANALS CONSTRUCTED BY THE AUTHOR/TY OF THE
UNITED SATES AS RESERVED IN UN/TED STATES PATENT RECORDED JANUARY 19,
1939 /N BTOK 277 AT PACS' 234.
10. EXCEP7NG AND RESERVING, HOWEVER TO THE UNITED STATES ALL 771E COAL AND
OTHER M/AERALS /N THE LANDS SO ENTERED AND PATENTED, TOGETHER WI771 THE
RIGHT TO 'ROSP£CT FOR, MINE AND REMOVE THE SAME PURSUANT TO THE PROVISIONS
AND LIMIT TIONS OF THE ACT OF DECEMBER 29, 1916 (STAT. 862), RECORDED
JANUARY i7 1939 IN BOOK 277 AT PAGE 234.
(ITEMS 9 AVO 10 AFFECT BOTH PARCELS A AND B)
11. TERMS, CONDIT70NS AND PROVISIONS OF RESOLUTTON N0. 81-315 RECORDED OCTOBER
07, 1981 If BOOK 582 AT PAGE 994.
12. EASEMENTS AND RIGHTS OF WAY FOR COUNTY ROAD N0. 115.
13. EASEMINTS AND RIGHTS OF WAY FOR TELEPHONE AND POWER LINES AS SHOWN ON
SURVEYS EY ELDORADO ENGINEERING COMPANY DATED MARCH 21, 1978 AND MARCH
31, 1978 Kt -ERRED TO IN INSTRUMENT RECORDED JUNE 21, 1985 /N BOOK 671 AT
PAGE 13.
14. COVENAV7S AND AGREEMENTS AS SET FORTH /N JO/NT USE AGREEMENT RECORDED
DECEMBER 4, 1972 /N BOOK 438 AT PAGE 358.
15. EASEMENTS AND RIGHT OF WAY AS CONTAINED /N WARRANTY DEED RECORDED NOVEMBER
23, 1977 1✓ BOOK 503 AT PAGE 84.
(ITEMS 14 AND 15 AFFECT PARCEL B ONLY)
16. ANY BO/NDARY D/SCREPAACY DUE TO THE LOCA770N OF FENCE LINES AND 771£ EFFECT
OF ANY RICHT, 777LE OR INTEREST THAT MAY BE CLAIMED DUE TO ANY SAID
DISCREPANCY.
Surveyor's Certificate:
1, Jeffrey Allen Tuttle, do herety certify that / am a Professional Land
Surveyor licensed under the lav of the State of Colorado, that this site plan is
true and correct, that this site plan was made by me from an accurate survey of said
property by me, and under my supervision and correctly shows the location and
dimensions of the boundary, eo_ �nd the proposed buildings.
iJPt:RFGIST Ii
F
I�� G
u 33:i ,:
#'33638 Date
TUTTI.E SURVEYING SERVICES
55 County Road No. 115
Glenwood ,Springs, Colorado 816'01
Drown by: JT
Date: 08/27/2013
•
55 115 ROADJ
GLEN OOD SPRINGS,81601
LIGHT GAUGE METAL STRUCTURE:
ABBREVIATIONS:
GENERAL NOTES:
REINFORCED CONCRETE AND CONCRETE SLAB NOTES:
DRILLED ANCHORS:
1) GENERAL CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS WITH ARCHITECTURAL
DRAWINGS, REPORT ANY DISCREPANCIES TO STRUCTURAL ENGINEER PRIOR TO PROCEEDING
WITH WORK.
2) STRUCTURAL SYSTEMS AND COMPONENTS DESIGN SHALL FOLLOW:
BUILDING CODE: 2009 IBC
OCCUPANCY = S-1, STORAGE
CONSTRUCTION TYPE = 2B
3) CONTRACTOR IS _RESPONSIBLE FOR ADEQUATE BRACING OF STRUCTURAL MEMBERS, WALLS,
AND NON-STRUCTURAL ITEMS DURING CONSTRUCTION.
4) BUILDINGS ARE DESIGNED FOR THE FOLLOWING LOADS:
ROOF LIVE LOAD: 20 PSF REDUCIBLE: Y6. ROOF DEAD LOAD: 5 PSF
FLOOR LK LOAD: &A, FLOOR DEAD LOAD: b,A,
GROUND SNOW LOAD, P9: 50 PSF ; SNOW EXPOSURE FACTOR, C.: 1.1Q
SNOW THERMAL FACTOR, Cr 1QQ ; ROOF SNOW LOAD, Pr. 040 PSF
BUILDING CLASSIFICATION: I - MINOR STORAGE FACILRIES
SNOW IMPORTANCE FACTOR, Is = Q$ SEISMIC IMPORTANCE FACTOR, lc = ],Q
WIND IMPORTANCE FACTOR, Ir = 0.87
WIND SPEED = 76 MPH ; WIND SPEED (3 SEC GUST) = 90 MPH EXPOSURE = Q
BUILDING TYPE: DE ENCLOSED ❑ PARTIALLY ENCLOSED ❑ FULLY OPEN
SPECTURAL RESPONSE COEFFICIENTS: SHORT PERIOD RESPONSE ACCELLERATION, Sx 0.369g
ONE SECOND PERIOD RESPONSE ACCELLERATION, Si: 0.075g
SHORT PERIOD RESPONSE ACCELLERATION PARAMETER, Ste: 0.370a
ONE SECOND PERIOD RESPONSE ACCELLERATION PARAMETER, Sor. DM%
SEISMIC USE GROUP: I ; SEISMIC SITE CLASS: Q ; SEISMIC DESIGN CATEGORY: Q
RESPONSE MODIFICATION COEFFICIENT, R: 6.5 => LIGHT -FRAMED SHEAR WALLS
SEISMIC RESPONSE COEFFICIENT, Cs: 0.057
DEFLECTION OMIT: ❑ UBC 60 IBC ❑ FBC ❑ OTHER
5) ALL STRUCTURAL COMPONENTS AND SYSTEMS ARE DESIGNED FOR SELF WEIGHT,
SUPERIMPOSED DEAD LOADS, CONCENTRATED LOADS, AND THE LIVE LOADS SHOWN ABOVE.
6) NON-STRUCTURAL FRAMING REQUIREMENTS ARE NOT SPECIFIED ON STRUCTURAL DRAWINGS.
REFER TO ARCHITECTURAL DRAWINGS FOR AM' ADDITIONAL FRAMING REQUIRED.
7) THE METAL STRUCTURE IS NOT DESIGNED TO SUPPORT A FIRE SPRINKLER SYSTEM AS
DRAWN. PROVISIONS WILL BE MADE TO SUPPORT FIRE SPRINKLER SYSTEMS WHEN REQUIRED
INFORMATION IS SUPPLIED. ADDITIONAL CHARGES MAY APPLY.
B) PENETRATIONS OF FIRE RESISTIVE WALLS, FLOOR -CEILING, AND ROOF -CEILING SHALL BE
PROTECTED AS REQUIRED PER BUILDING CODE. (PENETRATIONS BY OTHERS)
9) MINIMUM DISTANCE BETWEEN NEW -EXISTING AND NEW -NEW BUILDING IS 4 -INCHES, UNO.
SITE PREPARATION FOR MAKO CONSTRUCTION:
PRIOR TO DELIVERY OF STRUCTURAL STEEL TO THE PROJECT SITE, ALL UNDERGROUND WORK
MUST BE COMPLETED, THE SITE SHALL BE CAPPED WITH A MINIMUM OF A PAVEMENT BASE,
ELECTRICAL POWER SHALL BE SUPPLIED TO WITHIN 200 FEET OF ALL WORK AREAS AND AN
ADEQUATE AREA FOR STORING MATERIALS SHALL BE DESIGNATED. MASONRY ELEVATIONS MUST
BE PER PLANS. CONCRETE SLABS MUST BE CURED AND CLEAN PRIOR TO MAKO'S ARRIVAL.
ON SITE STORAGE:
WHILE SIDING, PARTITION, AND ROOF PANELS ARE LOCATED ON-SITE AWAITING INSTALLATION,
THE PANELS MUST BE STORED AT A SLOPE TO PREVENT PONDING OR STANDING WATER FROM
ACCUMULATING AND CAUSING SUBSEQUENT OXIDATION OF THE PANELS.
WEATHER PROTECTION:
1) ALL WEATHER -EXPOSED SURFACES SHALL HAVE A WEATHER RESISTIVE BARRIER TO PROTECT
THE INTERIOR WALL COVERINGS. ALL EXTERIOR OPENINGS SHALL BE FLASHED IN SUCH A
MANNER AS TO MAKE THEM WEATHER-PROOF.
A) MAKO STEEL, INC./MAKO STRUCTURES, INC. WILL BE RESPONSIBLE FOR
WEATHER -PROOFING ALL STEEL FRAMING CONDITIONS AND MATERIALS THERIN WHICH ARE
ERECTED AS A RESULT OF THE APPROVED CONSTRUCTION CONTRACT.
B) MAKO STEEL, INC./MAKO STRUCTURES, INC. IS NOT RESPONSIBLE FOR EXTERIOR
WEATHER -PROOFING OF CONCRETE WALLS, PANEL JOINTS, MASONRY, AND/OR BRICK WORK,
FLASHINGS OR WEATHER STRIPPING TYPICALLY COMMON TO DOORS AND WINDOWS.
C) MAKO IS NOT RESPONSIBLE FOR STANDING WATER INSIDE THE BUILDING DUE TO OPEN
BREEZEWAYS. IT IS THE RESPONSIBILITY OF THE OWNER TO MAINTAIN AND REMOVE ALL
WATER FROM OPEN BREEZEWAY CONDITIONS.
SOIL'S INFORMATION:
1) FOUNDATION DESIGN BASED ON 1,500 PSF SOIL BEARING CAPACITY PER CHAPTER 18 OF
THE 2009 IBC, TABLE 1806.2, ASSUMING WORST CASE OF #5 CLAYS.
2) MAKO STEEL, INC./MAKO STRUCTURES, INC. AND THE ENGINEER OF RECORD STRONGLY
RECOMMEND A GEOTECHNICAL ANALYSIS BE PERFORMED PRIOR TO CONSTRUCTION TO VERIFY
THESE MINIMUM ALLOWANCC_ES. IN THE ABSENCE OF SUCH STUDIES, THE ABOVE PARTIES
GUARANTEE THE DESIGN HERE -IN ONLY IF SUCH ASSUMED CONDS DIST.
O
PEN=HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION 1500 PSF
�_-/------ ±-
1) COMPACT CLEAN INTERIOR SAND FILL HAVING LESS THAN 10% FINES AND COMPACTION TO 95%
OF MODIFIED PROCTOR MAXIMUM DRY DENSITY, ASTM D-1557 AT OPTIMUM MOISTURE CONTENT.
SOIL COMPACTION SHALL BE FIELD CONTROLLED BY QUALIFIED LABORATORY OR SOILS ENGINEER,
APPROVED BY STRUCTURAL ENGINEER. SEE FOUNDATION PLANS FOR ADDITIONAL INFORMATION.
2) STRUCTURAL CONCRETE SHALL CONFORM TO ACI 318-05 AND SHALL HAVE A lc = 2,500 PSI.
THE CONCRETE SHALL BE TYPE 1 OR TYPE 2 PORTLAND CEMENT, AND SHALL CONFORM TO
"STANDARD SPECIFICATIONS FOR PORTLAND CEMENT" (ASTM C 150-04a). CONCRETE USED FOR
ALL SLABS ON GRADE SHALL BE SPECIFIED TO REACH A 7 -DAY MINIMUM OF 1,500 PSI AND SHALL
REACH A MINIMUM OF 2,500 PSI WITHIN 28 DAYS. CONCRETE COMPRESSIVE TESTS SHALL
CONFORM TO ASTM C39.
3) AGGREGATES FOR CONCRETE OF NORMAL WEIGHT SHALL CONFORM TO "STANDARD SPECIFICATIONS
FOR CONCRETE AGGREGATES" (ASTM C 33-03). THE NOMINAL MAXIMUM SIZE OF COARSE
AGGREGATES SHALL NOT BE MORE THAN 3/4 INCH.
4) NO ADMIXTURES, OTHER THAT AIR -ENTRAINING ADMIXTURE CONFORMING TO "STANDARD
SPECIFICATIONS FOR AIR ENTRAINING ADMIXTURES FOR CONCRETE" (ASTM C 260-01) MAY BE USED
WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER. THE USE OF CALCIUM CHLORIDE SHALL NOT
BE PERMITTED IN THIS PROJECT.
5) THE CONCRETE SHALL BE PROPORTIONED AND PRODUCED TO HAVE A SLUMP OF 4 INCHES OR
LESS. A TOLERANCE OF 1 -INCH ABOVE THIS AMOUNT SHALL BE PERMITTED FOR INDIVIDUAL
BATCHES PROVIDED THE AVERAGE FOR ALL BATCHES DOES NOT EXCEED 4 INCHES. THE SLUMP
SHALL BE DETERMINED BY "STANDARD TESTING METHOD FOR SLUMP OR PORTLAND CEMENT
CONCRETE" (ASTM C172-04).
6) CONCRETE SLABS SHALL BE PROTECTED FROM LOSS OF SURFACE MOISTURE FOR NOT LESS
THAN 7 DAYS BY USING A CURING COMPOUND TO ASTM C-309 OR BY WET BURLAP OR A PLASTIC
MEMBRANE.
7) ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO CHAPTER 19 OF THE
INTERNATIONAL BUILDING CODE AND TO ALL REQUIREMENTS OF ACI 318-08, SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS, UNO.
8) ALL WATER, CEMENT, AND AGGREGATES USED IN THE CONCRETE SHALL CONFORM TO I.B.C.
CHAPTER 19.
9) USE ASTM A-615 GRADE 60 FOR ALL REINFORCING STEEL. LAP CONTINUOUS REINFORCING 40
BAR DIAMETER (MINIMUM) IN BEAMS AND 40 BAR DIAMETERS IN SLABS. LAP BOTTOM STEEL OVER
SUPPORT AND TOP STEEL MID -SPAN UNLESS OTHERWISE SPECIFIED. HOOK DISCONTINUOUS ENDS
OF ALL TOP BARS. REFERENCE DETAILS ON SHEET SD2 FOR ALL TIES, HOOKS, BENDS, & LAPS.
USE 1" COVER OVER REINFORCING EXCEPT AS FOLLOWS:
BOTTOM TOP SIDES
FOOTINGS 3" 2" 3"
SLAB -ON -GRADE 1i" 1I" -
ALL REINFORCING SHALL BE SUPPORTED ON EITHER DOBIES, CHAIRS, OR EQUIVALENT. ALL
REINFORCING/WELD WIRE FABRIC (MESH) SHALL BE PLACED NEAR THE MIDDLE OF THE SLAB, UNO.
10) WATERPROOIING SHALL BE PLACED BETWEEN SOIL AND CONCRETE WHEREVER SOIL IS USED AS
A FORM FOR CONCRETE, EXCEPT FOR FOOTINGS. (RECOMMEND 2" OF CLEAN SAND OVER A 10MIL
VAPOR BARRIER OVER 2" OF CLEAN SAND)
11) SLEEVE ALL PIPES THRU SLABS INDIVIDUALLY: UNLESS APPROVED BY ENGINEER.
12) ALL REINFORCING SHOWN TO BE HOOKED SHALL HAVE STANDARD HOOKS UNLESS SHOWN
OTHERWISE. REFERENCE DETAILS ON SHEET SD2. ALL REINFORCING BARS, DOWELS, ANCHOR BOLTS
AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO PLACING OF CONCRETE.
13) PLACE CRACK CONTROL JOINTS BY SAW CUTTING AT 1/4" WIDE x 1/4 THE THICKNESS OF
SLAB WHERE SHOWN, SEE DETAIL 24 ON SHEET SD2 CUTTING TO BE PERFORMED WITHIN 24
HOURS OF CONCRETE PLACEMENT. DO NOT PLACE CONTROL JOINTS OR CONSTRUCTION JOINTS
UNDER OR WITHIN 1'-6" FROM POST LINE.
14) CONCRETE SLAB SHALL BE PLACED AND FINISHED WITHIN A TOLERANCE OF 1/4" INCH IN
EVERY 10 -FEET, AS DETERMINED BY PLACING A 10 FOOT STRAIGHT EDGE ON THE SLAB IN ANY
DIRECTION. ANY DEVIATION FROM THIS WHICH REQUIRES ADDITIONAL CUTTING OF OTHER BUILDING
COMPONENTS SHALL BE THE RESPONSIBILITY OF THE CONCRETE CONTRACTOR.
15) BUILDING SLAB IS NOT DESIGNED TO SUPPORT CRANE LOADS, CONCRETE MIXING TRUCKS, OR
OTHER SPECIFIC CONSTRUCTION LOADINGS.
16) ALL CONCRETE REINFORCING SHALL BE PLACED AND SUPPORTED IN CONFORMANCE WITH ACI
318 AND THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION, LATEST
EDIDON PUBLISHED BY C.R.S.I.
17) PROVIDE 2-#4 x 4'-0" LONG ® 4" OC AT MID -DEPTH OF SLAB AT CORNERS OF
BLOCK-OUTS AND AT RE-ENTRANT CORNERS WHERE CJ'S DO NOT OCCUR.
18) IN LIEU OF #3 REINFORCING BARS AT 18" OC THE FOLLOWING ARE ACCEPTABLE
SUBSTITUTIONS:
A. 6x6 - W4.0/W4.0 WELDED WIRE FABRIC, FLAT SHEETS.
B. 6x6 - W5.5/W5.5 WELDED WIRE FABRIC, FLAT SHEETS.
C. 4x4 - W4.0/W4.0 WELDED WIRE FABRIC, FLAT SHEETS.
IF WELDED WIRE FABRIC, MACRO OR BLENDED FIBER ADDITIVE IS USED, PROVIDE A #4 DOWEL
FROM WITHIN 3" FROM THE BOTTOM OF THE FOOTING BENT 90' AND EXTEND INTO SLAB A MINIMUM
OF 24" (ALTERNATE DIRECTION OF DOWELS AT THE INTERIOR FOOTINGS). THE WWF SHALL BE
SUPPORTED ON EITHER DOBIES, CHAIRS, OR EQUIVALENT.
1) CONCRETE EXPANSION ANCHORS SHALL BE "HILTI KB 3" OR APPROVED EQUAL, APPROVED
EQUALS INCLUDE AND HILTI KB -TZ. ACCEPTABLE EPDXY SYSTEMS INCLUDE HILTI RE500SD.
2) INSTALLATION & MINIMUM EMBEDMENT SHALL BE IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS OR AS SPECIFIED ON THE DRAWINGS, WHICHEVER IS GREATER.
3) WHERE SLEEVE, EXPANSION, OR EPDXY ANCHORS ARE SET IN MASONRY WALLS, FILL
BLOCK CELLS WITH CONCRETE FOR BOLTED COURSE AND ONE COURSE BELOW ANCHOR
ELEVATION. ACCEPTABLE EXPANSION ANCHOR SYSTEMS INCLUDE HILTI KWIK BOLT 3 OR
APPROVED EQUAL. ACCEPTABLE EPDXY SYSTEMS INCLUDE HILTI HY-150 MAX.
4) AT MASONRY WALL CONNECTIONS WITH EXPANSION/SCREW ANCHORS:
A. ANCHOR MUST BE INSTALLED A MINIMUM OF 1 3/8" FROM ANY VERTICAL MORTAR
JOINT.
B. ANCHOR LOCATIONS ARE LIMITED TO ONE PER MASONRY CELL WITH A MINIMUM
SPACING OF 8" OC.
C. EMBEDMENT DEPTH IS MEASURED FROM THE OUTSIDE FACE OF THE CMU.
D. USE A MINIMUM OF 12" EDGE DISTANCE, UNO.
1) THE EXTENT OF THE STRUCTURAL LIGHT GAGE FRAMING IS SHOWN ON THE DRAWINGS AND
INCLUDES ALL COLD FORMED FRAMING 22 GA. AND HEAVIER. IT INCLUDES BUT IS NOT LIMITED TO
INSTALLATION OF ROOF JOISTS, FLOOR JOISTS, WALL STUDS, AND RUNNER TRACKS COMPLETE WITH
CLIPS, BRIDGING, STIFFENERS, ETC., REQUIRED FOR A COMPLLIL FRAMING PACKAGE.
2) MATERIALS: ALL MEMBERS SHALL BE COLD FORMED FROM STRUCTURAL QUALITY SHEET STEEL
MEETING THE REQUIREMENTS OF ASTM A446 GRADE A, MINIMUM YIELD OF 33 KSI FOR 20 GA. AND
LIGHTER, AND MEETING THE REQUIREMENTS ASTM A653, GRADE D, MINIMUM YIELD OF 57 KSI FOR
18 GA, AND MEETING THE REQUIREMENTS ASTM A653 SS GRADE 50 CLASSI, ASTM A570 GRADE
50, OR ASTM A607-92 GRADE EE, MINIMUM YIELD OF 55 KSI FOR 16 GA. AND HEAVIER. ALL
MEMBERS SHALL BE MARKED SO THAT SUPPLIED MATERIALS CAN BE FIELD VERIFIED.
3) INSTALLATION:
A. WALL STUDS: INSTALL STUDS IN CONTINUOUS TRACKS, SIZED TO MATCH STUDS TOP
AND BOTTOM, AND SECURE THE STUDS TO THE TRACKS WITH APPROVED CONNECTIONS,
INSTALL BRIDGING AS INDICATED ON THE DRAWINGS.
B. DO NOT SPLICE ANY FRAMING MEMBER EXCEPT AS SHOWN ON THE DRAWINGS OR WITH
THE APPROVAL OF THE ARCHITECT/ENGINEER.
C. ALL FRAMING COMPONENTS SHOULD BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR
MEMBERS OR AS REQUIRED FOR ANY ANGULAR FIT AGAINST AN ABUTTING MEMBER.
D. TOP AND BOTTOM TRACKS TO BEAR DIRECTLY ON STUDS/POSTS, WHERE IT OCCURS.
E. USE LIGHT -GAUGE SHIMS IN BOTTOM TRACK TO ACCOUNT FOR SLAB IRREGULARITIES.
F. STUDS/POSTS MUST BE FASTENED ON BOTH SIDES OF TOP AND BOTTOM TRACKS,
WHERE IT OCCURS.
4) CONNECTIONS:
-A WELDS: WELDING SHALL BE IN CONFORMANCE WITH AWS D1.1 & D1.3. USING E60XX OR
E70XX ELECTRODES. THE ENGINEER OF RECORD MAY REQUEST A NONDESTRUCTIVE
TEST TO VERIFY PROPER WELDS.
B. STEEL SCREWS:
1. SELF DRILLING AND SELF TAPPING, OF THE SIZE REQUIRED FOR LOADINGS.
PROVIDE EXTERIOR COATING FOR SCREWS EXPOSED TO THE EXTERIOR.
2. USE #12 TEKS UNLESS OTHERWISE NOTED, FROM:
PRIMESOURCE BUILDING PRODUCTS, HILTI SELF DRILLING SCREWS, OR EQUALLY APPROVED.
3. SCREW PLACEMENT: MINIMUM EDGE DISTANCE, END DISTANCE, AND SPACING SHALL
BE THREE TIMES THE SCREW DIAMETER. SCREWS SHALL BE SUFFICIENT LENGTH TO ENSURE
PENETRATION INTO STUD BY AT LEAST TWO FULL DIAMETER THREADS.
1210
; 3 POINT
0.036" - 0.175"
/ 3 POINT
0.036" - 0.210"
#12-24
#12-24
/ 4.5 POINT
0.125" - 0.375"
#5 POINT
0.250" - 0.500"
ALL HIGH STRENGTH BOLTING AND
FIELD WELDING REQUIRES SPECIAL
INSPECTOR. PROVIDE APPROVAL
7moORr.AT FRAMING INSPECTION
C. POWDER DRIVEN SHOTS: SIZE AND SPACING AS REQUIRED TO PROPERLY ANCHOR THE
FRAMING MEMBERS, USE CHARGE AS APPROPRIATE FOR ACTUAL USE FOR HILTI, INC.
D. BOLTS: THE STANDARD DIAMETER OF HOLES FOR BOLTS LESS THAN 1/2"0 SHALL BE LJMITED
TO THE BOLT DIAMETER PLUS 1/32 -INCH. STANDARD DIAMETER OF HOLES FOR BOLTS
1/21'0 OR GREATER SHALL BE UMITED TO THE BOLT DIAMETER PLUS 1/16 -INCH. (PER 2004
AISI-NORTH AMERICAN SPECIFICATIONS SECTION E3a) BOLTS SHALL BE INSTALLED USING
"TURN OF THE NUT" METHOD.
DRAWINGS:
AB ANCHOR BOLT
ABV ABOVE
ADH ADHESIVE
ADJ ADJACENT
AFF ABOVE FINISHED
FLOOR
ANCH ANCHOR
ARCH ARCHITECTURAL
ARCHITECT
BD BOARD
BLDG BUILDING
BLK BLOCK
BLKG BLOCKING
BM BEAM
BO BOTTOM OF
BOF BOTTOM OF FOOTING
OR FOUNDATION
BOT BOTTOM
BP BOTTOM -BASE PLATE
BRG BEARING
BS BOTH SIDES
BTWN BETWEEN
C C SHAPE MEMBER
CHANNELS
CJ CONTROL
CONSTRUCTION JOINT
CJP COMPLETE JOINT
PENETRATION
CL CENTER LINE
CLR CLEAR
CMU CONCRETE MASONRY
UNIT
CONC CONCRETE
CONN CONNECTION
CONST CONSTRUCTION
CONT CONTINUOUS
CONTINUATION
CVR COVER
DEG DEGREE
DTL DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DWG DRAWING
(E) (EXISTING)
EA EACH
DRAWINGS CONT:
EF EACH FACE
EJ EXPANSION JOINT
ELEV ELEVATION
EMBED EMBEDMENT
EO EDGE OF
EQ EQUAL
EXP EXPANSION
EXT EXTERIOR -EXTENSION
EW EACH WAY
FF FINISH FLOOR
FG FINISH GRADE
FLR FLOOR
FND FOUNDATION
FOC FACE OF CONCRETE
FOM FACE OF MASONRY
FOS FACE OF STUD
FT FOOT -FEET
FTG FOOTING
GA GAUGE
GYP GYPSUM
H, HDR HEADER
HGT HEIGHT
HORZ HORIZONTAL
IN INCH -INCHES
INT INTERIOR
JNT, JT JOINT
L ANGLE SHAPE
MEMBER
MATL MATERIAL
MAX MAXIMUM
MB MACHINE BOLT
MC MISCELLANEOUS
CHANNEL
MIN MINIMUM
(N) (NEW)
NTS NOT TO SCALE
OC ON CENTER
PART PARTITION
PLCS PLACES
REQ REQUIRED
SIM SIMILAR
SPCG SPACING
SPECS SPECIFICATIONS
SQ SQUARE
STD STANDARD
STL STEEL
DRAWINGS CONT:
THRU THROUGH
TO TOP OF
TOC
TOF
TOL
TOM
TOP
TOS
TOW
TS
TYP
UNO
VERT
W
WWM
WWF
Z
TOP OF CONCRETE
TOP OF FOOTING
TOP OF LEDGER
TOP OF MASONRY
TOP OF PARAPET
TOP OF STEEL
TOP OF WALL
TUBE STEEL
TYPICAL
UNLESS OTHERWISE
NOTED
VERTICAL
WIDE FLANGE MEMBER
WELDED WIRE MESH
WELDED WIRE FABRIC
Z SHAPE MEMBER
PIECE MARKS:
BA BASE ANGLE
BC BASE CHANNEL
C POST
*=COL OL
DHB/BM DOOR
BEAM HEADER
DJ ADC
RUMN JMB
DS DRAG STRUT
EC EASE CHANNEL
EEO* EAST FACE OF *
H HEADER
L LEDGER
MC MINI CLIAP
*=M MASONRY
NFO* NORTH FACE OF *
P PURLIN
PBC POBASEITION CLIPL
:SETT
PERA RAE ANGLE
PPSTPAS=FOS* SOTH FACE OF *
*L
WFO* WEST FACE OF *
*=W WALL
SHEET INDEX:
STEEL ROOF DECK:
1) STEEL DECK SHALL BE McELROY "MULTI -RIB", FORM OF 26/24 GAGE STEEL SHEETS
CONFORMING TO ASTM A-446, WITH A PROTECTIVE COATING OF ZINC CONFORMING TO ASTM
A-525.
2) THE DECK SHALL BE CAPABLE OF RESISTING A UNIFORMLY DISTRIBUTED ROOF LOAD AS
SHOWN IN GENERAL NOTE #4.
3) THE DECK SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE
"SPECIFICATIONS FOR DESIGN OF LIGHT GAGE COLD FORMED STEEL STRUCTURAL MEMBERS",
AND CONFORM TO THE STEEL DECK INSTITUTE'S RECOMMENDED SPECIFICATIONS.
4) DECK UNITS SHALL BE ERECTED AND ANCHORED IN ACCORDANCE WITH THE
MANUFACTURER'S SPECIFICATIONS AND ERECTION DRAWINGS.
SFE SPECIRCATIONS
1) MAKO REQUIRES A MINIMUM OF WORKABLE SLAB AREA PRIOR TO DELIVERY AND
INSTALLATION OF MATERIALS. MINIMUM DETERMINED BY PROJECT SIZE.
2) ALL UNDERGROUND WORK SHALL BE COMPLETE AND DRIVEWAY AREAS SHALL BE CAPPPED
WITH SUB PAVING PRIOR TO MATERIAL DELIVERY.
3) TEMPORARY POWER SHALL BE PROVIDED TO ALLOW FOR A MAXIMUM POWER LEAD RUN OF
200 FT. TO EACH STRUCTURE TO BE ERECTED.
4) CONCRETE SLABS WILL BE BROOM CLEAN AND FREE OF DEBRIS.
5) AN AREA ON SITE IS TO BE DESIGNATED FOR MATERIAL STORAGE AND STAGING OF MAKO
MATERIALS.
6) ACCESS TO THE SITE AND ALL SIDES OF ALL BUILDINGS WITH EQUIPMENT IS REQUIRED
FOR TIMELY COMPLETION AND SAFETY PURPOSES.
7) ALL MATERIAL AND LABOR REQUIRED FOR SAFETY RAILINGS AND DEVICES ON MULTISTORY
PROJECTS TO BE PROVIDED BY OTHERS.
S1.1 - GENERAL NOTES
S2.1 - BUILDING 'A' FOUNDATION PLAN AND PARTITION PLAN
S2.2 - BUILDING 'A' ROOF FRAMING PLAN AND BUILDING SECTION
S3.1 - BUILDING 'B' FOUNDATION PLAN AND PARTITION PLAN
S3.2 - BUILDING 'B' ROOF FRAMING PLAN AND BUILDING SECTION
SD1 - STRUCTURAL DETAILS
SD2 - STRUCTURAL DETAILS
J
DATE
DRAWN
CHECKED
JOB N0.
SCALE
DRAWING No.
\c\L
`-"S .
/V kik>
r
��o `ti21
26GA MULTI -RIB PANEL W/
'C'4"x2 1/2"x18GA HORIZ. GIRTS
AT 4'-3" AFF TYP AT SIDEWALLS
10'-0"
8'-8"
8'-8"
8'-8"
8'-
140'-0" OVERALL
8'-8"
0
I
'C' 4"x2 1/2"x16GA Z
JAMBS TYP THIS MUWON
a.
z
i
co \C' 4"x3 1/2"x16GA
JAMBS TYP THIS MUWON
pi
fir) �� T / 29GA U -PANEL PART1110N TYP
`
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�
cpo \
0
I
N
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PO ^
'C' 4"x2 1/2"x16GA POST
TYP AT ENDWALLS
'C' 4"x2 1/2"x16GA
JAMBS TYP THIS MUWON
"to\
TYPICAL AT BOTH ENDWALLS ADD
'C'ex2 1/2"x18GA HORIZ. GIRTS
AT 10'-10" AFF
10'-0
81-8" 8'-8"
10'-0"
r
i
( \ STEP
TYP
8'-8"
10'-0"
'L' 2"x2"x18CA
VERT GIRT TYP
'C' 4"x2 1/Tx18GA
SIDEWALL JAMBE TYP
GiD
8'-8"
10'-0"
e-ru
r
\N
8'-8"
10'-0"
8'-8"
10'-0"
r
8'-8"
8'-8"
8'-8"
G'-7
8'-8"
CED
8'-8"
8'-8"
10'-0"
'C' 4"x2 1/2"x16GA 7 10
JAMBS TYP THIS MUWON
'C' 4'x3 1/2"xi6G4
JAMBS TYP THIS MUWON 7
8 -8"
10'-0"
c to
1
C ELECTRICAL PERMITTING BINSPECTIONS ARE
BY THE COLORADO STATE ELECTRICAL BOARD
• ELECTRICAL ROUGH IN APPROVAL IS
REQUIRED AT FRAMING INSPECTION
• ELECTRICAL FINAL APPROVAL IS
REQUIRED AT CO/FINAL INSPECTION'
5) i6)
BUILDING A PARTITION PLAN
8'-8"
8'-8"
\\�
8'-8"
8'-8"
10'-0"
10'-0"
10'-0"
10'-0"
8'-8"
10'-0"
co
'C' 4"x2 1/2"x16GA
JAMBS TYP THIS MULUON
10'-0"
L8)
02 )
(p)
1 141
SCALE: 1/8" = 1'
See Atte-cA44.em / /1DtdYier
of /KcessiM awiA /2-eflate •
140'-0" OVERALL
19'-11"
20'-0"
20'-0"
20'-0"
rmss_-----
I
cI.,,..
OPEN-HOLE SOILS REPORT
S REQUIRED AT FOOTING
INSPECTION 600 PSFi
BUILDING A FOUNDATION PLAN
../�_
I
CO VTROL 'JOINT _
8'-6" /3'-0"j, 8'-5"
T JIF;TLIJOINi
I— 7 — —
TYP
® TYP
WALLING 0 STEP
I ® I 11 ®--I—�
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PE 24i D2 TYP
z
8'-6"
11'-5"
I
8'-7" x3'-0", 8'-5"
z
0
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8'-7"
12" --cc\
8'-7"
12
11'-5"
I
8'-5" A 8'-7"
", 11'-5"
i
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\\\
8'-7"
I
40 -0"
77
I
4,3'-0:1, 7'-0"
30'-0"
t - -
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30'-1"
�— —1—-
8'-7" l3'-01, 7'-0"
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11'-5"
8'-7"
10'-0"
11'-5"
12"
W-7"
10'-0"
O
g
9)
(10)
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION ;SO 0 PSF
SCALE: 1/8" = 1'
NORTH
W
0
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0
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DATE 07/30/13
DRAWN -_ DL
CHECKED
JOB NO. MS 675
SCALE AS SHOWN
DRAWING Na
(C
(K)
�C)
PARTMON TYP
ckl3UILDING SECTION
_n"
4" SLAB
SCALE: 1/4" = 1'
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5'-0"
, 5-0°
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30'-0"
5'-0"
5'-0"
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DATE
DRAWN
07/30/13
DL
CHECKED
JOB N0. MS 675
SCALE AS SHOWN
DRAWING No.
S2.2
20'-0"
/ 20'-0"
/ 20'-0"
- - -
/ 20'-0"
30'-0"
30'-0"
`
/
S61S2
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AVE
CHANNEL W/ 'C' 4"x2 1
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HEADER
. 2
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10'-0" ,
10'-0" , 10'-0" ,
10'-0" , 10'-0"
, 10'-0" , 10'-0"
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10'-0"
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10'-0",
10'-0"
140
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,
,
,
,
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SCALE: 1/8" = 1'
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DATE
DRAWN
07/30/13
DL
CHECKED
JOB N0. MS 675
SCALE AS SHOWN
DRAWING No.
S2.2
26GA MULTI -RIB PANEL W/
'C'4"x2 1/2"x18GA HORIZ. GIRTS
AT 4'-3" AFF TYP AT SIDEWALLS
r�
co
L' 2"x2"x18GA
VERT GIRT TYP
C' 4"x2 1/2°41EGA
SIDEWALL JAMBS TYP
200'-0" OVERALL
26GA MULTI -RIB PANEL W/
1C'4°x2 1/2"x18GA HORIZ. GIRTS AT
MID -HEIGHT TYP AT ENDWALLS
(E)
C' 4"x2 1/2°x16GA POST TYP
ern
rri
r
2 6A UNP PARTITION TYP
'C' 4"x2 1/2°x16GA POST
TYP AT ENDWALLS
C^,
'C 4"x2 1/2"x16GA JAMBS
TYP AT ENDWALLS
i
C__2
`',
8/ 7
8'-8°
/if 8-8°
8'-8"
8'-8°
8"
TYPICAL AT BOTH ENDWALLS ADD
1C1411x2 1/2"x18GA HORIZ. GIRTS
AT 10'-10" AFF
cE
C:
12
\
8'-8°
10'-0"
I/
10'-0"
8'-8"
8'-8"
8'-8"
8'-8"
12'
•••
8'-8" ;6/ 81-8"
\ \ \
12'
\ \ \
12"
10'-0"
8'-8"
8'-8"
10'-0"
10'-0"
10'-0"
10'-0°
10'-0"
10'-0"
(2) 3 )
BUILDING B PARTITION PLAN
)
L7�
11)
(12)
13)
(14)
SCALE: 1/8" = 1'
200'-1 1/2" OVERALL
i16
V
See- 4"4-r-Ars,Grit f 747 humd er
o{ feces/C am./5 pef K/ite/
* ELECTRICAL PERMITTING 8 INSPECTIONS ARE
BY THE COLORADO STATE ELECTRICAL BOARD
ELECTRICAL ROUGH IN APPROVAL IS
REQUIRED AT FRAMING INSPECTION
• ELECTRICAL FINAL APPROVAL IS
REQUIRED AT CO/FINAL INSPECTION
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION 1500 PSF
T
i
3i
(BUILDING B FOUNDATION PLAN
6)
12
13i
14i
SCALE: 1/8° = V
5)
L�
(17)
18
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION ISoO PSF
19)
0
a
J
J
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6g
Z00
w 9Q_QE
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DATE
DRAWN
CHECKED
JOB N0. MS 675
SCALE AS SHOWN
DRAWING No.
07/30/13
DL
S3.1
REV. lJV M
19'-11°
30'-0"
30'-0°
/ 30'-0"/
30'-1"
19'-11"
20'-0"
20'-1"
/
1 1/2"
/
B1
/
/
B2
/
®
�
53.2
S32
\
-----
— — —
— — — —
—
8'-6°
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8'-5"
8'-7"
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7'-0"
'-0"
8'-5"
f
8'-7°
-0" 7' 0"
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8'-7"
-0" 7'-0"
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8'-7"
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8'-6"
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8'-7"
3'-5"
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8'-7"
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11'-5"
8'-7"
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10'-0"
11'-5"
8'-7"
10'-0"
x.12.
11'-5"
8'-7"
10'-0"
tc\-\----
11'-6"
8'-6"
11'-5°
8'-7"
11'-5"
8'-7"
11'-6"
140
-0"
/
60
-1
1/2"
r:-,
,
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION 1500 PSF
T
i
3i
(BUILDING B FOUNDATION PLAN
6)
12
13i
14i
SCALE: 1/8° = V
5)
L�
(17)
18
OPEN -HOLE SOILS REPORT
IS REQUIRED AT FOOTING
INSPECTION ISoO PSF
19)
0
a
J
J
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Z00
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DATE
DRAWN
CHECKED
JOB N0. MS 675
SCALE AS SHOWN
DRAWING No.
07/30/13
DL
S3.1
REV. lJV M
1) A MIN 3" OF CONC COVER BETWEEN STEEL AND EARTH.
2) IF CONSTRUCTION JOINT OR WWM IS USED, PROVIDE ADDITIONAL 14 DOWELS FROM 18" INTO
FOOTING DEPTH BENT 90' AND EXTEND 24" INTO THE SLAB SPACED AT 36" OC.
3) CONSTRUCTION JOINT MUST BE CLEAN AND ROUGH. CONT �4
9 1�2" � SEE FOUREINFORCENDATION PLAN
FOR MENT FF
N
=4-111
CONSTPTIONAL). JOINT
(O
EXTEND SLAB REINF
OR DOWELS 15"
INTO FOOTING
-�4----
• qo
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d'4
SEE REINFORCED `''
a
CONCRETE SLAB NOTES, 3 �
ffEM 10, ON SHEET 51.1. w �
mw
U
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n /7 2) #5 CONTINUOUS BARS
TOP AND BOTTOM
k 12" MIN
12'60' FOOTING WITH 9.5' RECESS
SCALE: 1" = 1'-0
Tit RED CANYON STORAGE
08-07-13
565UE/C,767Real. 7 150. ,ffi do CA 82GY16
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