HomeMy WebLinkAboutLAKESHORE DR 164010
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APN 379- 250 -044
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EXIST. AC
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EXISTING METAL STORAGE
BLDG. 170' x 30'
EXIST. AC
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EXISTING METAL STORAGE BLDG.
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POSED METAL (5950 s.f.)
STORAGE COVER STRUCTURE
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EXIST. AC
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APN 379- 250 -010
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EXISTING METAL BUILDING
STORAGE 280' x 50'
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EXISTING METAL BUILDING STORAGE
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PROJECT INFORMATION:
TENANT IMPROVEMENT
BUSINESS NAME: MACHADO STORAGE
16401 LAKESHORE DR.
LAKE ELSINORE, CA 92530
PH 951 674 1061
FAX 951 674 2731
CONTACT: GARY PEDLEY
CELL 951 217 3600
SCOPE OF WORK: CONSTRUCTION OF METAL RV COVER
FOR STORAGE OF RECREATIONAL VEHICLES
AREA OF RV STORAGE AREA 5950 S.F.
TYPE OF CONSTRUCTION: II —B —NON SPRINKLERED
ZONING: C -1
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OCCUPANCY GROUP: S -2 FOR PROPOSED METAL CANOPY.
AND ALL EXISTING STORAGE BUILDINGS
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1) 35'xl7O'xl4' SINGLE SLOPE CANOP.
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16401 LAKES HO -QLI,,,,E DRIti'E
LAKE ELStNOL16 _''E, UA 92530
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 ® 2007 CBC ® 2006 IBC 2003 IBC 2000 IBC 2004 FBC
OCCUPANCY = S -1, STORAGE
CONSTRUCTION TYPE _ 2N ® 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 YES ROOF DEAD LOAD: 5 5E
BUILDING CLASSIFICATION: I - MINOR STORAGE FACILITIES
SNOW IMPORTANCE FACTOR, Is =2& SEISMIC IMPORTANCE FACTOR, Is
WIND IMPORTANCE FACTOR, Iw = Q,QZ
WIND SPEED = 71 MPH 'WIND SPEED (3 SEC GUST) = 85 MPH EXPOSURE =.Q
BUILDING TYPE M ENCLOSED PARTIALLY ENCLOSED FULLY OPEN
SPECTURAL RESPONSE COEFFICIENTS: SHORT PERIOD RESPONSE ACCELLERATION, Ss:2,42S1si
ONE SECOND PERIOD RESPONSE ACCELLERATION, SI: D2ft
SHORT PERIOD RESPONSE ACCELI.ERATION PARAMETER, SDs: 1.351
ONE SECOND PERIOD RESPONSE ACCELLERATION PARAMETER, SDI: Dm
SEISMIC USE GROUP: I ; SEISMIC SITE CLASS: Q ; SEISMIC DESIGN CATEGORY: Q
RESPONSE MODIFICATION COEFFICIENT, R: 2.5 => CANTILEVERED COLUMNS
SEISMIC RESPONSE COEFFICIENT, Cs: 0.864
GROUND SNOW LOAD, Pg: M ; SNOW EXPOSURE FACTOR, Ce: DM
SNOW THERMAL FACTOR, Ct: DM ; ROOF SNOW LOAD, Pf: N&
DEFLECTION LIMIT: N CBC 181 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 ANY 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.
8) 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, ONO.
PRIOR TO DELIVERY OF STRUCTURAL STEEL PROJECTL0THEOJEC 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.
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.
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. 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. 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.
1) FOUNDATION DESIGN BASED ON 1,500 PSF SOIL END BEARING CAPACITY PER CHAPTER 18
OF THE 2007 CBC, TABLE 1804.2, ASSUMING WORST CASE OF #5 CLAYS. THE SKIN FRICTION
USED IS 1/6 THE END BEARING OF 250 PSF AND AN ALLOWABLE LATERAL BEARING CAPACITY
OF 200 PCF TO RESIST WIND AND SEISMIC.
2) MAKO STEEL, INC. AND THE ENGINEER OF RECORD STRONGLY RECOMMEND A
GEOTECHNICAL ANALYSIS BE PERFORMED PRIOR TO CONSTRUCTION TO VERIFY THESE MINIMUM
ALLOWANCES. IN THE ABSENCE OF SUCH STUDIES, THE ABOVE PARTIES GUARANTEE THE
DESIGN HERE -IN ONLY IF SUCH ASSUMED CONDITIONS EXIST.
1) COMPACT CLEAN INTERIOR SAND FILL HAVING LESS THAN 10% FINES 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 301 AND SHALL HAVE A f'c = 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 -81). CONCRETE USED
FOR ALL SLABS ON CFADE 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 -82). 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 -77) 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 C143 -78).
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
UNIFORM BUILDING COOS AND TO ALL REQUIREMENTS OF ACI 301, SPECIFICATIONS FOR
STRUCTURAL CONCRETE FOR BUILDINGS, ONO.
8) ALL WATER, CEMENT AND AGGREGATES USED IN THE CONCRETE SHALL CONFORM TO
C.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 ;UPPORT AND TOP STEEL MID -SPAN UNLESS OTHERWISE SPECIFIED.
HOOK DISCONTINUOUS ENDS OF ALL TOP BARS. REFERENCE DETAILS X & X ON SHEET DX
FOR ALL TIES, HOOKS, BENDS, & LAPS. USE 1" COVER OVER REINFORCING EXCEPT AS
FOLLOWS:
BOTTOM TOP SIDES
FOOTINGS 3" 2" 3"
SLAB -ON -GRADE 1 4" 1" -
REINFORCING BARS SHALL BE SUPPORTED ON DOBIES, CHAIRS, OR EQUIVALENT.
10) WATERPROOFING SHALL BE PLACED BETWEEN SOIL AND CONCRETE WHEREVER SOIL IS
USED AS A FORM FOR CONCRETE, EXCEPT FOR FOOTINGS. (RECOMMEND 2" OF SAND OVER A
VAPOR BARRIER R F VOVE4" 0 GRAVEL)
11) SLEEVE ALL PIPES THRU SLABS INDIVIDUALLY: UNLESS APPROVED Bl ENGINEER.
12 ALL REINFORCING SHOWN TO BE HOOKED SHALL HAVE STANDARD HOOKS UNLESS SHOWN
OTHERWISE. REFERENCE DETAILS X & X ON SHEET DX. ALL REINFORCING BARS, DOWELS,
ANCHOR BOLTS AND OTHER INSERTS SHALL BE SECURED IN POSITION PRIOR TO PLACING OF
CONCRETE.
13 PLACE CRACK NTR ICOOLJOINTS BY SAW CUTTING AT 1/4" WIDE x 1/4 THE THICKNESS
OF SLAB WHERE SHOWN, SEE DETAIL X ON SHEET X. CUTTING TO BE PERFORMED WITHIN
24 HOURS OF CONCRETE PLACEMENT. DO NOT PLACE CONTROL JOINTS OR CONSTRUCTION
JOINTS UNDER OR NEAR 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 EDITION 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 THE THE SLAB -ON -GRADE REINFORCING BARS, NOVOMESH PRODUCTS MAY BE
USED: (MUST HAVE WRITTEN APPROVAL FROM ENGINEER PRIOR TO USING NOVOMESH)
OPTION #1 - 1 1/2 BAGS OF NOVOMESH 850 PER CUBIC YARD OF CONCRETE MUST BE
ADDED AND MIXED PER MANUFACTURER'S SPECIFICATIONS.
OPTION #2 - 7 1/2 POUNDS OF NOVOMESH 950 PER CUBIC YARD OF CONCRETE MUST ME
ADDED AND MIXED PER MANUFACTURER'S SPECIFICATIONS.
THE CONTROL JOINTS SPACING MUST BE REDUCE PER MANUFACTURER'S SPECIFICATIONS. THE
CONTROL JOINTS MUST NOT BE PLACED UNDER OR WITHIN 1' -6" FROM POST LINE OR
BEARING /SHEAR WALLS.
1) ALL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH THE A.I.S.C. MANUAL OF
STEEL CONSTRUCTION, NINTH EDITION ASD. "SPECIFICATIONS FOR THE DESIGN, FABRICATION, AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS." THE ERECTOR SHALL MEET ALL O.S.H.A. SAFETY
STANDARDS.
2) THE CONTRACTOR IS RESPONSIBLE FOR THE FIT OF ALL STRUCTURAL STEEL AND SHALL VERIFY
ALL DIMENSIONS PRIOR TO FABRICATION.
WELDING SOCIETY AWS D1.13) ELD G SHALL BE IN ACCORDANCE WITH THE AMERICAN WELDING S ( )
STRUCTURAL WELDING CODE" USING E70 ELECTRODES. QUALIFIED WELDERS APPROVED BY THE
BUILDING DEPARTMENT SHALL PERFORM ALL STRUCTURAL WELDING. A REGISTERED DEPUTY
INSPECTOR SHALL CONTINUOUSLY INSPECT ALL FIELD WELDING. A NON - DESTRUCTIVE TESTING OF
ALL FULL PENETRATION WELD CONNECTIONS. WELDERS SHALL HAVE LGHT GAUGE STEEL
CERTIFICATION WHEN WELDING LIGHT GAUGE STEEL.
4) ALL EXPOSED WELDS SHALL BE FILLED AND GROUND SMOOTH WHERE METAL COULD COME IN
CONTACT WITH BUILDING OCCUPANTS.
5) ALL SHOP AND FIELD BOLTED CONNECTIONS SHALL BE IN ACCORDANCE WITH THE ASTM A -
307 USING AMERICAN STANDARD BOLTS UNLESS NOTED OTHERWISE.
6) NO CUTTING, BURNING, OR HOLES OTHER THAN THOSE SPECIFICALLY DETAILED SHALL BE
ALLOWED THRU STRUCTURAL STEEL MEMBERS WITHOUT PRIOR CONSENT OF THE ENGINEER. BOLT
HOLES SHALL CONFORM TO AISC SPECIFICATION, AND SHALL BE STANDARD HOLES UNLESS NOTED
OTHERWISE.
7) HIGH - STRENGTH BOLTS WHERE INDICATED IN THE PLANS OR DETAILED SHALL CONFORM TO
A.S.T.M. A325 OR A490 AND BE PROVIDED WITH HARDENED WASHERS CONFORMING TO A.S.T.M.
F436.
8) TUBULAR STEEL MEMBERS SHALL CONFORM TO ASTM A -500, GRADE B (Fy = 46 KSI).
CIRCULAR PIPE MEMBERS SHALL CONFORM TO ASTM A -53, GRADE B, TYPE E OR S. WIDE FLANGE
MEMBERS SHALL CONFORM TO ASTM A -992 (Fy = 50KS1). ALL OTHER STEEL MEMBERS SHALL
CONFORM TO ASTM A -36 (Fy =36 KSI) U.N.O.
9) COLUMN BASE PLATES SHALL BE DRY PACKED OR GROUTED WITH 'FIVE -STAR" NON- SHRINK
GROUT OR APPROVED ALTERNATE, WHERE REQUIRED. MINIMUM COMPRESSIVE STRENGTH SHALL BE
5,000 PSI U.N.O. ALL SURFACES SHALL BE PROPERLY CLEANED OF -OREIGN MATERIAL PRIOR TO
THE GROUTING OPERATION.
10) ALL MATERIALS SHALL RECEIVE ONE SHOP COAT OF STANDARD R1ST INHIBITIVE STEEL PRIMER.
ALL WELDS, ABRASIONS, AND OTHER SURFACE DEFECTS IN THE SHOP PRIMER SHALL RECEIVE ONE
FIELD APPLIED COAT OF RUST INHIBITIVE PRIMER PRIOR TO ENCLOSURE OR FINAL ACCEPTANCE.
REFER TO ARCHITECTURAL DRAWINGS AND /OR SPECIFICATIONS FOR FINISH OF ALL EXPOSED
SURFACES.
11) PROVIDE MILL REPORTS AND IDENTIFICATION OF STEEL (AFFIDAVIT OF COMPLIANCE) AS
REQUIRED BY THE GOVERNING AGENCY.
12) ALL BOLT HOLES SHALL BE 1/16" LARGER IN DIAMETER THAN BOLTS.
13) ALL ANCHOR BOLTS SHALL BE ASTM A -307, UNLESS NOTED OTHERWISE, WITH DOUBLE NUTS.
14) THE USE OF ROLLED STEEL SECTIONS AND /OR BOLTS MANUFACTURED OUTSIDE THE UNITED
STATES WILL REQUIRE VERIFICATION THAT THE PRODUCTS COMPLY WITH APPLICABLE ASTM
STANDARDS. MILL CERIFICATES WILL BE REQUIRED FOR ALL STEEL. STEEL GRADES OTHER THAN
ASTM -A36 WI LL R EQU IR E TEST IN G BY AN A PPROVED LABORATORY. ALL FOREIGN BOLTS MUST BE
APPROVED BY THE GOVERNING AGENCIES NG0DEPARTMENTFBUILDING AND SAFETY PRIOR TO THIEREBULD
USE.
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 COMPLETE 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, PROVIDE EXTERIOR COATING FOR SCREW EXPOSED
TO THE EXTERIOR USES, OF THE SIZE REQUIRED FOR LOADINGS.
2. USE #12 TEKS UNLESS OTHERWISE NOTED, FROM:
DARTS BRAND BY D.B. COMPASS INTERNATIONAL PER ICBO 5202
VS BRAND BY D.B. BUILDING FASTENERS, INC. PER ICBO 5617
DRIL -FLEX OR KWIK -FLEX BY HILT], INC. PER ICC ER -4870, 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 STUD BY AL LEAST TWO FULL DIAMETER THREADS.
10 3 POINT 0.036" - 0.175"
12 3 POINT 0.036 - 0.210
12 -24 4.5 POINT 0.125 - 0.375
12 -24 5 POINT 0.250 - 0.500
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 (ICC #ES- 1667).
D. BOLTS: THE STANDARD DIAMETER OF HOLES FOR BOLTS LESS THAN 1/2 "0 SHALL BE LIMITED
TO THE BOLT DIAMETER PLUS 1132 -INCH. STANDARD DIAMETER OF HOLES FOR BOLTS
1/2 "0 OR GREATER SHALL BE LIMITED TO THE BOLT DIAMETER PLUS 1/16 -INCH. (PER 2004
AISI -NORTH AMERICAN SPECIFICATIONS SECTION E3a)
1) STEEL DECK SHALL BE McELROY "MEGA -RIB", FORM OF 26 GAGE (Fy = 80 KSI) 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.
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.
CITY OF LAKF Lr`1`4 ARE
PERMIT #,
APPRO%Vk:D
DRAWINGS:
AB ANCHOR BOLT
AFF ABOVE FINISHED FLOOR
ARCHIT ARCHITECTURAL- ARCHITECT
BM BEAM
BOT BOTTOM
C C SHAPE MEMBER - CHANNELS
CJ CONTROL JOINT
CLR CLEAR
CMU CONCRETE MASONRY UNIT
CONC CONRETE
CONST CONSTRUCTION
CVR COVER
EQ EQUAL
EMBED EMBEDMENT
EXP EXPANSION
FF FINISH FLOOR
FG FINISH GRADE
FTG FOOTING
GA GAGE
HOT HEIGHT
HORIZ HORIZ
JNT, JT JOINT
L ANGLE SHAPE MEMBER
MAX MAXIMUM
MB MACHINE BOLT
MC MISCELLANEOUS CHANNEL
MIN MINIMUM
OC ON CENTER
TO TOP OF
TOM TOP OF MASONRY
TOS TOP OF STEEL
TOW TOP OF WALL
51.1 - GENERAL NOTES
DRAWINGS CONT:
TS TUBE STEEL
TYP TYPICAL
ONO UNLESS OTHERWISE NOTED
VERT VERTICAL
W WIDE FLANGE MEMBER
WWM WELDED WIRE MESH
Z Z SHAPE MEMBER
PIECE MARKS:
BA BASE ANGLE
BC BASE CHANNEL
B /BM BEAM
C POST
COL COLUMN
DH DOOR HEADER
DJ DOOR JAMB
DS DRAG STRUT
EC EAVE CHANNEL
EFO* EAST FACE OF
H HEADER
L LEDGER
MC MINI CLIP
M MASONRY
NFO* NORTH FACE OF
P PURLIN
PBC POST BASE CLIP
PP PARTITION PANEL
RA RAKE ANGLE
SFO* SOUTH FACE OF
S STEEL
WFO* WEST FACE OF
W WALL
S2 - CANOPY FOUNDATION PLAN AND ELEVATION SECTION (A)
S3 - CANOPY STRIPING PLAN AND ROOF FRAMING PLAN
S4 - CANOPY ELEVATIONS
SDI - STRUCTURAL DETAILS
1) ALL TESTS AND SPECIAL INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND
INSPECTION AGENCY EMPLOYED BY THE OWNER PER CBC SECTION 106.3.5. JOB SITE VISITS BY THE
ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. COPIES OF REPORTS AND TEST RESULTS
SHALL BE FURNISHED TO THE BUILDING OFFICIAL, THE ENGINEER, THE CONTRACTOR, AND THE
OWNER. SPECIAL INSPECTOR MUST SUBMIT FINAL REPORTS, IF PRELIMINARY REPORTS ARE ISSUED.
2) NAMES OF INSPECTION CONSULTANTS TO BE USED ON THIS PROJECT SHALL BE PROVIDED TO
THE BUILDING OFFICIAL PRIOR TO ISSUANCE OF BUILDING PERMIT.
3) CONTINUOUS SPECIAL INSPECTION, EXCEPT WHERE PERIODIC SPECIAL INSPECTION IS ALLOWED IN
THE NOTES BELOW, IS REQUIRED FOR:
a. (^NCRETE, DURING TAKING OF TEST SPECIMENS AND PLACING OF REINFORCED CONCRETE
EXCEPT NOT REQUIRED FOR FOUNDATION CONCRETE IF Vc DESIGN STRENGTH IS NOT MORE THAN
2,50,j PSI AND FOR SITE WORK CONCRETE FULLY SUPPORTED ON EARTH)
b. DURING PREPARATION AND TAKING OF MASONRY TEST SPECIMENS, PLACING OF ALL MASONRY
UNITS; PLACEMENT OF MASONRY REINFORCEMENT, INSPECTION OF GROUT SPACE, IMMEDIATELY PRIOR
TO CLOSING OF CLEANOUTS, AND DURING ALL GROUTING OPERATIONS.
c. E;" ,XY / ADHESIVE ANCHORS IN CONCRETE AND MASONRY
d. Fi' D WELDING OF LOAD - SUPPORTING STEEL MEMBERS AND REINFORCING
e. SHOP WELDING IF NOT PERFORMED IN AN APPROVED FABRICATION SHOP PER CBC SECTION
1701.7
4) IN ADDITION TO THE REGULAR INSPECTIONS, THE FOLLOWING CHECKED ITEMS WILL ALSO
REQUIRED SPECIAL INSPECTION IN ACCORDANCE WITH SECTION 1701 OF THE 2001 CBC:
ITEMS REQUIRED ? REMARKS
a. SOILS COMPLIANCE PRIOR TO NONE -
FOUNDATION INSPECTION
b. STRUCTURAL CONCRETE OVER NONE -
2,500 PSI
c. FIELD WELDING NONE -
d. EXPANSION /EPDXY /ADHESIVE NONE - f`,I
c ", TANCHORS
e. STRUCTURAL MASONRY NONE - SCOTT
f. SPRAYED -ON FIREPROOFING NONE -
g. PILES /CAISSIONS YES CANORY
Ines e Ian havesP been
a lica ble c es an iig? c
5) THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURIhrPf:"Wgt to !Csuc
SINGLE -PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE, PROVIDED THEoMArTBRIAILSapp >b;c
QUALIFICATIONS OF WELDING PROCEDURES, AND WELDER QUALIFICATIONS ARE VERIFIED PRIOR TO
THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PRGGRESS;aANLR AoVISUAh=
INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR`Y10''S"ENt tlFr'SHOPI
permit or approve anyWELDING.
cods or ordinance. h
6) REQUIRED TESTING: authority to vioi_ro or cu c
Codes shall be valid.
o. CONCRETE CYLINDERS FOR 28 DAY STRENGTH (2 CYLINDER AVERAGE) FOR EACH CLASS OF
CONCRETE, NOT LESS THAN ONCE A DAY, NOT LESS THAN ONCE FOR EACH 150 CU YDS, AND NOT
LESS THAN ONCE FOR EACH 5,000 SF OF SLABS.
b. CONCRETE MASONRY UNITS SHALL BE TESTED PRIOR TO CONSTRUCTION TO VERIFY COMPRESSIVE
STRENGTH OF 1,900 PSI MINIMUM.
c. CONCRETE MASONRY UNITS SHALL BE TESTED DURING CONSTRUCTION FOR EACH 5,000 SF OF
WALL AREA FOR COMPRESSION STRENGTH TO SHOW COMPLIANCE WITH CBC TABLE 21 -D (1,900 PSI
MINIMUM).
d. MASONRY GROUT SHALL BE TESTED FOR EACH 5000 SF OF WALL AREA, BUT NOT LESS THAN 1
TEST PER PROJECT, TO SHOW COMPLIANCE WITH CBC TABLE 21 -D FOOTNOTE 4, BUT NOT LESS
THAN 2,000 PSI PER CBC SECTION 2103.4.1.
e. NON- DESTRUCTIVE TESTING OF ALL FULL PENETRA110N WELD (COMPLETE JOINT PENETRATION
WELDS) CONNECTIONS.
PER CBC SECTION 1709.2
THE STRUCTURE IS IN A SEISMIC DESIGN CATEGORY D; HOWEVER A STRUCTURAL OBSERVATION IS
NOT REQUIRED BECAUSE NONE OF THE FOLLOWING CONDITIONS EXIST:
a. THE STRUCTURES OCCUPANCY IS NOT A CATEGORY III OR IV.
b. THE HEIGHT OF THE STRUCTURE IS LESS THAN 75 FEET.
c. THE STRUCTURE IS NOT ASSIGNED TO SEISMIC DESIGN CATEGORY E AND IS LESS THAN
TWO - STORIES.
d. THE ENGINEER OF RECORD DOES NOT REQUIRE A STRUCTURAL OBSERVATION.
PER CBC SECTION 1709.3
THE DESIGN WIND SPEED IS LESS THAN 110 MPH (3 -SEC GUST); THEREFORE STRUCTURAL
OBSERVATION IS NOT REQUIRED.
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CANOPY 'A' ROOF FRAMING PLAN
0 1
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SCALE 1/8"= 1'
DRAWING No.
S3
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DATE 04 -15 -08
DRAWN PJPH
CHECKED MRD
JOB NO. 1028
SCALE 1/8"= 1'
DRAWING No.
S3
REV. 01
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NORTHWEST ELEVATION
12
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SOUTHWEST ELEVATION SCALE: 1/8" =1'
170' -0"
35' -0"
12
11/2
SCALE: 1/8" =1' NORTHEAST ELEVATION 5'Cl+LEc„ 1/8" 11i,IES,
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SCALE 1/8" = 1'
DRAWING No.
S4
REV. 01
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DATE 04 -15 -08
DRAWN _ PJPH
CHECKED MRD
JOB NO. 1028
SCALE 1/8" = 1'
DRAWING No.
S4
REV. 01
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DRAWN _ PJPH
CHECKED MRD
JOB NO. 1028
SCALE 1/8" = 1'
DRAWING No.
S4
REV. 01
NOT USED
Fv : 55 KSI
v
C' PURLIN PER PLANS
NOTCH PURLINS
AT BEAMS)
I
I I
I I
DBL 'C' BEAMS I
PER PLANS
I I
fl
BOX COLUMN (BEYOND) I I
PER PLANS
I I
I . I
ROOF DECK PER PLANS
D x B
PER PLANS
L' 3 "x3 "xl6GA CLIP ANGLES
2) #12 HH TEKS TO
REF: DETAIL 17C /SLIT 2- #12 TEKS PER
Sx' CI
WITH (4) #12 SCREWS TO
TOP OF PURLINS
IY'
EACH LOW PAN TYP ROOF DECK PER PLANS EACH END 1)?
0.047 .0021 0.500
SEE PLANS
ROOF DECK PER PURLINS PER PLANS 1) #12 SCREWS
0.600 1,200
DETAIL 5/S1.3
0365
AT 6" OC TYP
C'ex2 1 Yx1664 4k2 1/2' 0.060 .0031 0.773 0.1875
4 "x18GA FLAT STRAP
20D 0.780 1.560 0.343
OVER /UNDER BRACING
L'3 "x3 "xl2GA CLIP ANGLE
C'4 "x2 1 2 "x14GA 42 1/2" 0.074 .003±
PER PLANS
WITH (16) #12 TEKS TO
O
18GA HAT SECTION WITH C' 12 "x1BGA BLOCKING PER I
1.834
PURLINS & (2) 1/2 "0
MACHINE WITH
0.630
2) #12 SCREWS TO EACH PLANS TYP (PROVIDE BLOCKING 2) #12 HH TEKS TOA307BOLTS
WASHERS ON BOTH SIDES
0.885
PURLIN FLANGE & #12 BETWEEN IN THE FIRST SPACE BOTTOM OF PURLINS
TYP
ROOF BEAMS BEYOND
EAVE PURLIN TEKS AT 12" OC AT FROM EACH SIDE AND EVERY
C'4'x3 1 2 "x1404
PER PLANS
PER PLANS BLOCKING PER PLANS TYP THIRD SPACE)
0.1875 0.853
U'7 "x3"x12GA CLIP WITH (32) #12 TEKS TO
1218 2.437 1.443 0.686
PURLINS & (2) 1/2 "0 A307 MACHINE BOLTS
C'4'x31 2 "x18GM 4 "x31 2' 0.047 .003± 0.750
WITH WASHERS ON BOTH SIDES TO EACH OPTION #2
1.89
OPTION #1
1.608
BEAM, TYP
0.946
C'4'x31 2'z16G4
C' PURLINS TO DBL 'C' BEAMS
SCALE: 1" = l' -0"
DECK PER PLANS 1
DBL 'C' BEAMS PER PLANS
4) 3/4 "0 A325 MACHINE BOLTS EACH
SIDE WITH WASHERS ON BOTH SIDES
OF BOLTS (SPECIAL INSPECTION NOT
REQUIRED)
1/8 2 -12
TYP
1/8 2 -12
BOX 'C' COLUMNS
PER PLANS
1
I
I: 'I
DBL 'C' BEAMS TO BOX 'C' POSTS
DESCRIPTION D x B I1'
IN L' IN R' IN ASI rt' PLF Sx' CI h' S' CI IY' PRAURY USE
C'4'x2 1 2 1 41 1/2' 0.047 .0021 0.500 0.1875 0.440 1.50 0.600 1,200 0223 0365
C'ex2 1 Yx1664 4k2 1/2' 0.060 .0031 0.773 0.1875 0.586 20D 0.780 1.560 0.343 0.532
C'4 "x2 1 2 "x14GA 42 1/2" 0.074 .003± 0.800 0.1875 0.895 237 0.917 1.834 0.408 0.630
C'4 "x2 1 Yx1264 4 "1 1/2* 0.105 .003± 0.885 0.1875 1.013 3.55 1.338 2676 0.617 0.937
C'4'x3 1 2 "x1404 4'x3 1 2' 0.074 .003± 0.800 0.1875 0.853 290 1218 2.437 1.443 0.686
C'4'x31 2 "x18GM 4 "x31 2' 0.047 .003± 0.750 0.1875 0.556 1.89 0.804 1.608 0.448 0.946
C'4'x31 2'z16G4 4'x31 2' 0.060 (.003±) 0.773 DAM 0.704 240 1.008 2018 0.567 1.193
C'4'x3 1/2"A 4GA 4'x3 1/2' 0.074 .003* 0.800 0.1875 0.853 290 1218 2437 1.443 0.686
C'6'x2 1 2"x18GA" 6"4 1/2" 0.047 .003± 0.750 0.1875 0.556 1.89 1.052 3.158 0285 0.488
1 1 2 "x1664 VI 1/2' 0.060 .003± 0.773 0.1875 0.704 240 1.324 3.971 0.361 0.616
C 6x2 1 2x1404 6x2 1/2- 0.074 .003! 0.800 DAM 0.835 2.84 1.562 4.686 0.429 0.729
CB'x3 1 2"x16GA 6"0 1/2- 0.060 .003! 0.773 0.1875 0.622 280 1.671 5.012 0.601 1.382
C'6"x3 1 2 "x1404 6 "x3 1/2' 0.074 COD3 0.800 0.1875 0.975 3.32 1.972 5.918 0.715 1.639
C'6 "x3 1 2 "x1204 61 1/2' 0.105 .003! 0.885 0.1875 1A19 4.83 2.826 8.480 1.053 2387
C'6'x4'xl4GA 6'x4' 0.074 .003± 0.800 0.1875 1.045 3.56 2177 6.533 0.879 2268
C'8'x2 1 2'x16GA 8 "1 1/2' 0.060 .003± 0.773 0.1875 0.836 2.84 1.979 7.917 0.377 0.685
C'8"x2 1 2"x12GA 8'x2 1/2" 0.105 .003! 0.885 1 0.1675 1.463 4.98 3.412 13.649 0.670 1.196
CVI 12 "x16GA 8"x31 2' 0.060 .OD3± 0.773 1 0.1875 0.836 2.84 1.979 7.917 0.377 0.685
C1050. 1 N160A 10'Sd 1 0.060 .00.3k 0.773 0.1875 OUW 3.07 2.547 12.736 0385 cm ROOF 898145
C1U'1d 1 120 10"Aa 111 0.105 MU U05 1 0.1675 1.673 5.86 11,893 23.318 0.883 1277 ROOF RAW
C1 I 14GA 10531 0.074 .003± 0.600 0.1675 1256 437 3.527 19.15 M783 I" BEAM
C'10'x3 1 2'%12CA 10'z3 1 2' 0.105 .003! 0.885 0.1875 1.883 6.40 5.691 28.457 1.151 2.912
02'x3 IjfI 12'K3 111 0.105 .0831 DAN 0.1676 203 7.12 7293 43.759 1.171 3.072 BOX W_UM 6
C'lrx4'xl2GA 12'x4' 0.105 .0034 0.885 0.1875 2.198 7.47 7.912 47.473 1.448 4.273
Fy = 5OKSI
Fy 55 KSI
DESCRIPTION D x Bt x B2 t' IN L' IN a
IN A' SI xA' PLF Sz' CI d' i'• cl III PRIMARY USE
1 12 "1 3 15/16"1 1 1 1/2' 0.047 .002± 0.625 0.1675 0.459 1.56 0.624 1229 0.301 0.665
1`4k2 12 "1 Vx2 3/8"1 1/8" 0.060 .00.34 04911 0.1875 0.586 200 0.754 1.545 0.378 1.079
76 "x2 1 2"x160 6'1 3/1 1/8- 0.060 .003± 0.911 0.1875 0.704 2.40 1289 3.947 0.377 1.080
T8'x2 1 Yx16rA 8 "x2 3 8 "x2 1/8* 0.060 .003± 0.911 0.1875 0.822 280 1.906 7.759 0.376 1.080
Z852 1 Yx14GA 111 3/8-1 1/8- 0.074 .003± 0.930 0.1875 0.975 3.32 2.335 9.176 0.447 1289
710'x2 1 2k12GA 10'x3 3 8k3 1/8" 0.074 .D03± 0.930 0.1875 1255 4.27 3.766 19.094 0.793 3.077
T10 "x3 1 2' %12GA 10'x3 3 8'x3 1 B' 0.105 .003± 0.990 0.1875 1.883 6.41 5.608 28.426 1.199 4.681
T12 "x2 1 2'z12G4 12 "x2 36'x2 1 B" 0.105 .0034 0.990 0.1875 2093 7.12 7.197 43.721 1.198 4.681
r
CHANB 801"E8
Fv = 55 1
DESCRIPTION D x B
ININ LIN R' IN A' SI wl' PLF Sx' CI la'
ci h PRIMARY USE
U'4 3 16'x3k16 GA 4 3/16"1 0.060 .0024 0600 0.1875 0.560 1.91 0.822 1.721 0.261 0.543
U'4 3 16 "x4k14 GA 4 3111 0.074 .002± 0.00 0.1975 0.845 267 1.313 275 0.559 1.475
U`6 3 16 "x3k16 GA 6 3116-1 0.060 .0024 0.00 0.1875 0.673 229 1.341 4.147 0.278 0.619
U% 3/16"1 1 Yx14 GA 6 3116`4 1/2* 0.074 .002± 0.00 0.1875 1.059 3.60 2322 7.183 0.743 2322
U'8 3 16 "x3k16 GA 8 3/16"1 0.060 .0024 0.00 0.1875 0.833 2.83 2.047 8.382 0.304 0.711
U'8 3 16 "x3k14 GA 8 3/11 0.074 .002± 0.00 0.1875 0.987 3.40 2421 9.910 0.361 0.840
U'12 3 16" 12 GA 12 3/16-W 0.105 .0024 O.OD 0.1875 2011 654 7.139 43.505 0.925 2.925
SCALE: 1 " = 1
112 STITCH
AT IY OC
11
12 SCREWS
1. MCELROY MEGA -RIB PANEL; ICC JFR -5896
CANOPY ROOF AT EAVE PURLIN
SCALE: 1" = 1' -0"
BAR
SIZE
D"
INCH
MINIMUM END HOOKS FOR ALL REINFORCING
GRADES CONCRETE AND CMU
180' HOOKS 90" HOOKS 135' SEISMIC HOOK
A or GI J AorG AorG H
3 2 -1/4" 5" 3" 6" 5" 3 1/2-
4 3" 6" 4„ 8" 7" 4 1/2"
5 3 -3/4" 7" 5" 10" 8" 5 1/2"
6 4 -1/2" 8" 6" 1' -0" 11" 6 1/2"
7 5 -1/4" 10" 7" l' -2" 1" 8"
8 6" 11" 8" 1' -4" l' -3" 9"
9 9" l' -3" l' -0" l' -7" N/A N/A
10 10" l' -5" l' -2" 1' -10"
24" 48" 19" 45"
11 11" l' -7" l' -3" 2' -0"
858" 27" 55"
14 17 1/2 2' -3" 1' -10" 2' -7"
48" 33"
965"
1#18122-1/2'
62"
3' -0" 2' -5" 3' -5"
54" 22" NA NA
F:M.rtxi
2. METAL SALES 1C72 -PANS,• ICC fR -5911
1.I qxf N QxP69]I plgl q.0. N GOFIFSRII
PANELGUAGE FyK51 RFIr#IT Ix83"4 SeCI AlaKIP IN VaKIPS IN IxII SeCl MaKW IN VaKPS IN
26 80.0 0.94 OW17 OM47 30100 0.854 00700 DOM 27133 0.8354
24 80.0 1.18 0.0950 0.1143 4.1067 1.3116 0.0953 0.1094 3.9300 1.3116
2. METAL SALES 1C72 -PANS,• ICC fR -5911
1. N IS FOR DEFLECTION DETERMINATION (IW'4).
2 Se IS FOR BENI (DI).
3 Ala IS THE ALLOWABLE BENDING MOMENT (KIP IN).
4. AILOWABLL SHEAR FORCE (KIP / FOOT).
8 ALL VALUES ARE FOR ONE FOOT OF PANT MOTH.
Fv . 55 KSI
DETAILING HOOK
0 DIMENSION o
J =ni- D
4db or
2 1/2"'
MIN.
180' END HOOK
3
COVERAGE
12' 12" 12" y
12 SMICH SCREWS • ,
AT 20. OC TYP j12 SCREW'S 11P
METAL SIDING PANEL
B NOTE 1' = 1' -0•
ADD ADDITIONAL SCREW WITHIN 5' -0' FROM ALL BUILDING
CORNERS, WHERE THE DESIGN WIND SPEED 6 100 MPH OR TER.
L McELROY MUL77 -RIB PANEL (USED AS R7ER106,WIN /
w w N I NIIIOI NR N 0x83®1
PANELGUAGE Fy13 XEIpIT IxML, SeG MaKP IN V. KPS IN IxIH-4 SaCI MaKIP IN VaKIPS IN
26 80.0 0.936 0.0657 2.6330 1 0.470 10.0607 2.1600 0.470
24 50.0 1.202 0.1000 3.6100 1.100 0.0987 I - 32300 1.100
1. N IS FOR DEFLECTION DETERMINATION (IW'4).
2 Se IS FOR BENI (DI).
3 Ala IS THE ALLOWABLE BENDING MOMENT (KIP IN).
4. AILOWABLL SHEAR FORCE (KIP / FOOT).
8 ALL VALUES ARE FOR ONE FOOT OF PANT MOTH.
Fv . 55 KSI
DETAILING HOOK
0 DIMENSION o
J =ni- D
4db or
2 1/2"'
MIN.
180' END HOOK
3
COVERAGE
12' 12" 12" y
12 SMICH SCREWS • ,
AT 20. OC TYP j12 SCREW'S 11P
METAL SIDING PANEL
B NOTE 1' = 1' -0•
ADD ADDITIONAL SCREW WITHIN 5' -0' FROM ALL BUILDING
CORNERS, WHERE THE DESIGN WIND SPEED 6 100 MPH OR TER.
L McELROY MUL77 -RIB PANEL (USED AS R7ER106,WIN /
2 AIBCI R- PANE[, II RII 5409, (USED AS EX7ERIOR SIDING - EOUALLY APPROVED)
PANELGUAGE
l0e ALAI N a%ert a1
E
N.0. N 011xR 11
PANELGUAGE FyK51 11 iCHT Ix83"'4 SeCI KP aKIPS IN Ix 4 SeCI MaKIP IN VaKIPS N
26 00.0 ago oo37s
1 0.618 10.0324 0.0376
40 IIA188 1837 0.8987
zs 50.0 a.90 0.0367 o.oa2z
10.0465
Q353
o.az47 o.wa2 1.2023 0.6378
24 50.0 1.14 0.0523 0.0576
1 1.13 1 0.221
0.0327 0.0543 1.6267 0.9053
2 AIBCI R- PANE[, II RII 5409, (USED AS EX7ERIOR SIDING - EOUALLY APPROVED)
PANELGUAGE I FyKSI E x
Ix 1 Se I w
V
Se Ma
A Va
26 60.0• 0. 0.0341 F140510 1 1D8 1 0.618 10.0324 0.0376 1 1.355 0.618
24 50.0 -11 121 0498 1 0.0733 1 67 1 1.069 10.0465 1 0.0527 1 1.487 1 1.069
Fy 11 80 K, REDI !T IN M.CORDHICE WITH TEE 1996 OWN OF THE AN.
J. MF79 SA 1 -PANEL, ICBO.• ER -5912, (USID AS EX7ER10R SIDING - EQUALLY APPROVED)
PANELGUAGE FySI CNT NR N wry N Nxr N 0.x831®1
Ix 1 Se I w va a Se Ma Va
2fi
I 2" X 2"
0.819 0.0367 0.8367 1.3198 0.0410 0.0184 1.7401
24 1 50.0 1.064 0.0513 0.05031.6666 0.0563 0.0633 7.8962
1. Ix IS FOR DEFLECTION DETERMINATION (NI
2 Se IS FOR BENDING (CI).
3 Ala IS THE ALLOWABLE BENDING III (KP N).
4. ALLOWABLL SHEAR FORCE (KIP / FOOT).
5. ALL VALUES ARE FOR ONE FOOT OF PANEL WIDTH.
DESCRIPTION D x B t' IN L' IN R'
IN A' 51 831PLF Sx' CI N' Sy..- Sy'
CI
N' PRI AR/ USE
L'2'x2'x18GA I 2" X 2" 0.047 .002± 0.00 0.1875 0.180 0.61 0.050 0.738 0.050 0.738
L'35311261 r % r x108 .083± 050 0.,8/5 aeoe 207 0.252 0.564 DIP ANGLES
L'4'x2ki6CA 4'x 2' 10.060 .0034 0.00 10.1875 1 0.331 1 1.13 1 0.221 1 0.560 1 0.0660 1 0.108
Y
SEE SC ED
00
x¢
4db
J N I .
H
MIN. 3"
z
Ci 1Y D
00
db
135' SEISMIC HOOK RL
3' -0' COVERAGE
I I
1 1 ;2
U -PANEL
7l NFERKIP SHEAR WALL G PART INW PANELS
1. McELROY PBU-PANEL OR EQUAL
5DIL' 1 -= I "-0
DEVELOPMENT LENGTH, GR 60 REBAR
BAR
SIZE 2000 PSI 3000 PSI 3500 PSI 4000 PSI CMU
MaKIP IN
STIR IHOOK
Ix83"4
STIR HOOK STIR HOOK STIR HOOK STIR HOOK
3 20" 10" 17" 9" 16" 8" 15" 7" 18" 12"
4 27" 14" 22" 11" 21" 10" 19" 10" 24" 17"
15600
34" 17" 28" 14" 26" 13" 24" 12" 30" 21"
641" 20" 33" 17" 31" 16" 29" 15" 36" 25" L#7 50" 24" 48" 19" 45" 18" 42" 17" 42" 29"
858" 27" 55" 22" 51" 21" 48" 19" 48" 33"
965" 31" 62" 25" 57" 23" 54" 22" NA NA
72" 34" 69" 28" 64" 26" 60" 24" NA NA
Y
SEE SC ED
00
x¢
4db
J N I .
H
MIN. 3"
z
Ci 1Y D
00
db
135' SEISMIC HOOK RL
3' -0' COVERAGE
I I
1 1 ;2
U -PANEL
7l NFERKIP SHEAR WALL G PART INW PANELS
1. McELROY PBU-PANEL OR EQUAL
5DIL' 1 -= I "-0
2 MBC/ U- PANEL. ICBO. ER -5409 i- V
PANELGAGE
lI1 NIP N Wxl l Nxmi ta N 01111®1
PANELGUANGE FyK51 Mi MIN'4 Sea MaKIP IN VaKIPS N Ix83"4 Se Na VaKIPS N
29 60.0 0.71 0.0143 0.0263 0.9437 0.7036 0.0100 0. 0.85 0.7036
26 80.0 O.BB 0.0193 0.0367 1.3190 1.0985 0.01 0. 1.1693 1.0%5
24 50.0 1.11 0.0267 0.0521 15600 1.1590 0,497 0.0483
1.133
1.1590
2 MBC/ U- PANEL. ICBO. ER -5409 i- V
PANELGAGE fyK51 XEiC7/T
a Nxr N mnNem oxen
Ix Se Ma
V.
x
Se
No Va
29 60.0• 0.75 0.0151 0.0239 0.827 0.403 0.0106 0.0271 0.822 0.403
26 60.0• 0.94 0.0223 0.0348 1.319 D. 0. 0.0108 1222 0.729
24 50.0 1.14 0.0403 0.0494 2 1 1.133 0.0309 0.0555 1.916 1.133
Fy IS 80 KSI REDUCED TO 60 KSI IN ACCORDANCE THE 19 EDITION OF THE AISI.
J. ASC PROfXES U-PANS, 100: E9?-1414
PANELGIMGE FyKSI I m irT
n N.0. N
mrresm
Ix Se Ma V. Ix Se No I Va
zs 50.0 o.se 0.0170
0.0228 0.810
0.0117 o.oz50
0.770
26 80.0
0.95
43 0.
12479
0.0163 0.0382
1.0934
24 80.0 k.13 I O.D324 1 0.0592 1 1 10. 0120 0.0539
1.)872
4. METAL SALLY U -PANEL ICBh: ER -5912
PANELGUAGE Fy T n N.0. N NmN1 Nxr x mm 1
4 Se r= Ma V. Ix Se Ma Val
29 0 0. 0.0130 0.0228 0.810 0.0090 0.0208 0.770
26 50.0 0.95 0.0187 0.0347 12479 0.0128 0.0304 1.0934
24 50.0 1.202 0.0263 1 0.0503 1.5070 0.0183 0.0163 1.)872
PURLIN BRACING OPTION DETAILS
SCALE: 3/4" = l' -0" -
LAP LENGTHS FOR CMU ARE SHOWN FOR WORKING STRESS DESIGN (WSD)
AND ULTIMATE STRENGTH DESIGN (USD) METHODS. REFER TO MASONRY
SPEC FOR THE APPLICABLE DESIGN METHOD FOR THIS PROJECT.
STD REBAR TIES, HOOKS, BENDS, LAPS
NITS
L•J
NOTE:
1) A MIN OF 3" CONIC COVER BETWEEN STEEL AND EARTH. r"?7Lh,.
2) COLUMN SUPPORT DURING CONSTRUCTION: SCOTT,,AAI ,>
III
A. PROVIDE #3 TIE SUPPORTING (2) #3 BARS 5" APART NEAR THE CENTER
OF THE CAISSON TO SUPPORT THE COLUMN AND ALLOW THE COLUMN EMBEDMENT OF 36 ".
B. AFTER POURING CONCRETE INSERT THE COLUMNS AND PROVIDE ADEQUATE' plans have been
SUPPORT SO THE COLUMNS WILL BE PLUMB DURING CONSTRUCTION. ilcable codes ano
3) OPTIONAL: CONCRETE OR ASPHALT DOME ON TOP OF CAISSONS AT FINISH"SLhRF1'M@nted to ICSLI
1.1al by all applicab{e r
2) 'C' 12 °x ) j e or gra
1/8 2 -12 COLUMNS Oy
T a
Ge
pt
I. TYP 3' -0" INTOc ve al
1/8 2 -12 T Cor ordinance. n .
authority to Vl Oiate or cr. -.,
5) 5° 601 *"IId"
1- EQUALLY SPACED TYP
2) #3 BARS SUPPORTING 24 "0x8' -0" DEEP
COLUMN DURING CONSTRUCTION CAISSON FOOTING
E.
pl
1 )
O
PLAN q
Ii7 ;61i UJd _ e:.'i
Unc ld aou` I
en X
of Fan.TSuoo tc 'Id as L
u0 paseq IIUI
2) 'C' 12 "x3 1 /2 "x1 GA 3;q-;o,; 1
OPTIONAL: CONIC OR GO11 451 (YFd D) ffMBEDDED nssl 01
ASPHALT DOME 3'i 1olQ,fS)Q3TN6 puv =
yt a4 L':)U1aA4gl,U JO; _ uaaq 1
c,XV0
FS
fi T orsi esalvl OS`:': a str1_'
W 11=111=111-
II =III p III III .I 3ONVnsS111"8311Lit
m ++ III III 03AOdddY1. N IS FOR DEFLECTION DETERMINATION (IN" 4). w -III T. I ' I.
7 Se IS FOR BENDING (CIO.
3. Ma E THE ALLOWABLE BENDING MOMENT (KIP N). Z
4. ALUMALEL SHEAR FORCE (KIP / EOI -
III -
5. ALL VALUES ARE FOR ONE FOOT OF PANEL MOTH. I
I ° • (3) #3 TIES AT 4" OC
12 s rcN sraEWS PETAL SHEAR WALT `
oI I I J 5j I WITHIN THE TOP 12" OF
a 1x' ac PANEL I FOOTING
1 f4
y12 TEKS TYP
I ° G I
W II )I
Z
SCREW PATTERN 1 SHEAR WALL
T
I TI I
I
7
BEE E
OR
I 1
CIF AKE r , . , .. CITY
r 1BUILDI' r
A ORUV sECnoN
LIGHT -GAUGE STEEL ROOF DECK, WALL PANELS AND SHAPE SPECIFICATIONS
SCALE: 1" = 1' -0"
COLUMN SUPPORT: #3 TIES
SUPPORTING (2) #3 BARS
SUPPORTING COLUMN DURING
CONSTRUCTION.
3 TIES SPACED AT 10"
OC TYP
5) #5 VERT EQUALLY
SPACED TYP
COLUMN /CAISSON DETAIL 1 616
SCALE: 1/2" = l' -0" -
o
LAP LENGTH, GR 60 REBAR
BAR
SIZ
2000 PSI 3000 PSI 3500 PSI 4000 PSI CMU'
STD TOP STD TOP STD TOP STD TOP WSD USD
3 21" 27" 13" 17" 12" 16" 12" 15" 18" 24"
4 28" 36" 18" 23" 16" 21" 16" 20" 24" 33"
5 35" 45" 22" 29" 20" 26" 19" 25" 30" 41"
6 42" 54" 27" 34" 25" 32" 23" 30" 36" 49"
7 59" 76" 48" 63" 45" 58" 42" 54" 42" 57"
8 67" 87" 55" 72" 51" 66" 48" 62" 48" 65"
9 76" 98" 62" 80" 57" 74" 54" 70" NA NA
101 84 1109 " 69" 1 89" 64" 1 83" 60" 77" NA NA
LAP LENGTHS FOR CMU ARE SHOWN FOR WORKING STRESS DESIGN (WSD)
AND ULTIMATE STRENGTH DESIGN (USD) METHODS. REFER TO MASONRY
SPEC FOR THE APPLICABLE DESIGN METHOD FOR THIS PROJECT.
STD REBAR TIES, HOOKS, BENDS, LAPS
NITS
L•J
NOTE:
1) A MIN OF 3" CONIC COVER BETWEEN STEEL AND EARTH. r"?7Lh,.
2) COLUMN SUPPORT DURING CONSTRUCTION: SCOTT,,AAI ,>
III
A. PROVIDE #3 TIE SUPPORTING (2) #3 BARS 5" APART NEAR THE CENTER
OF THE CAISSON TO SUPPORT THE COLUMN AND ALLOW THE COLUMN EMBEDMENT OF 36 ".
B. AFTER POURING CONCRETE INSERT THE COLUMNS AND PROVIDE ADEQUATE' plans have been
SUPPORT SO THE COLUMNS WILL BE PLUMB DURING CONSTRUCTION. ilcable codes ano
3) OPTIONAL: CONCRETE OR ASPHALT DOME ON TOP OF CAISSONS AT FINISH"SLhRF1'M@nted to ICSLI
1.1al by all applicab{e r
2) 'C' 12 °x ) j e or gra
1/8 2 -12 COLUMNS Oy
T a
Ge
pt
I. TYP 3' -0" INTOc ve al
1/8 2 -12 T Cor ordinance. n .
authority to Vl Oiate or cr. -.,
5) 5° 601 *"IId"
1- EQUALLY SPACED TYP
2) #3 BARS SUPPORTING 24 "0x8' -0" DEEP
COLUMN DURING CONSTRUCTION CAISSON FOOTING
E.
pl
1 )
O
PLAN q
Ii7 ;61i UJd _ e:.'i
Unc ld aou` I
en X
of Fan.TSuoo tc 'Id as L
u0 paseq IIUI
2) 'C' 12 "x3 1 /2 "x1 GA 3;q-;o,; 1
OPTIONAL: CONIC OR GO11 451 (YFd D) ffMBEDDED nssl 01
ASPHALT DOME 3'i 1olQ,fS)Q3TN6 puv =
yt a4 L':)U1aA4gl,U JO; _ uaaq 1
c,XV0
FS
fi T orsi esalvl OS`:': a str1_'
W 11=111=111-
II =III p III III .I 3ONVnsS111"8311Lit
m ++ III III 03AOdddY1. N IS FOR DEFLECTION DETERMINATION (IN" 4). w -III T. I ' I.
7 Se IS FOR BENDING (CIO.
3. Ma E THE ALLOWABLE BENDING MOMENT (KIP N). Z
4. ALUMALEL SHEAR FORCE (KIP / EOI -
III -
5. ALL VALUES ARE FOR ONE FOOT OF PANEL MOTH. I
I ° • (3) #3 TIES AT 4" OC
12 s rcN sraEWS PETAL SHEAR WALT `
oI I I J 5j I WITHIN THE TOP 12" OF
a 1x' ac PANEL I FOOTING
1 f4
y12 TEKS TYP
I ° G I
W II )I
Z
SCREW PATTERN 1 SHEAR WALL
T
I TI I
I
7
BEE E
OR
I 1
CIF AKE r , . , .. CITY
r 1BUILDI' r
A ORUV sECnoN
LIGHT -GAUGE STEEL ROOF DECK, WALL PANELS AND SHAPE SPECIFICATIONS
SCALE: 1" = 1' -0"
COLUMN SUPPORT: #3 TIES
SUPPORTING (2) #3 BARS
SUPPORTING COLUMN DURING
CONSTRUCTION.
3 TIES SPACED AT 10"
OC TYP
5) #5 VERT EQUALLY
SPACED TYP
COLUMN /CAISSON DETAIL 1 616
SCALE: 1/2" = l' -0" -
o
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DATE 04 -15 -08
DRAWN PJPH
CHECKED MRD
JOB NO. 1028
SCALE AS NOTED
DRAWING No.
SD1
REV.