PC (0012-171)54201 Madison St
0012-171
LICENSED CONTRACTOR DECLARATION:
I hereby affirm under penalty of perjury that I am licensed under provisions of
Chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Professionals Code, and my License is in full force and effect.:
License # Lic. Class Exp. Date
- t
Date,/2- 76'- Oc Signature of Contra ctor4~ r''
a y,dr
OWNER -BUILDER DECLARATION ,
I hereby affirm under penalty of perjury that I. am exempt from :the Contractor's
License Law for the following reason:
( ). I, as. owner of the property, or my employees with wages as•theirsole
compensation, will do the work, and the structure is not intended or offered. for
sale (Sec: 7044, Business & Professionals Code):
( ) • I, as .owner of the property, am exclusively contracting with licensed
contractors to construct the project (Sec: 7044,, Business & Professionals
Code). 3
O I am exempt under Section B&P.C: for this reason
Date Signature of Owner
WORKER'S. COMPENSATION DECLARATION
I herebyaffirm under penalty of , erju y"one of the following declarations:
p. Y Perjury rY '. 9
()
1 -have and will maintain a certificate of consent to self -insure for workers:
compensation,. as provided for by Section, 3700 of the Labor. Code, for the
performance of the work for which this permit is•issued.
( I have and will maintain workers' compensation insurance, as required•by
Section 3700 of the Labor Code, for the performance 'of the work for which this
permit is issued. My workers' compensation insurance -carrier & policy. no. are:
Carrier Policy No.
COrADRN maG13 f38 ii13 '.
(This.section need.not be. completed if the permit valuation is'for $100,00 or less).
I certify that in the performance of the work'for which this permit is issued;
.1 shall not employ any .person in any manner so as to. become subject to the
workers' compensation laws of California, and agree that -if I should become
subject to the'workers' compensation provisions of Section 3700 of the Labor
Code, I shall forthwith comply with -those prov sro'ns; r 7
M Date: ®., MY-- _60, Applicant `.:''" ,
Warning: Failure to secure Workers' Compensation coverage_is unlawful and
shall subject an employer to criminal penalties and civil fines up to $100,000, in
addition to the cost 'of compensation, damages as provided for.'in Section 3706
of the Labor Code, interest and attorney's fees.
IMPORTANT Application is hereby made to the Director of Building andSafety
for a permit subject to the conditions and, restrictions `set forth on ,.his
application.
1. Each person upon whose behalf this application is made & each person at
whose request and for whose benefit work is performed under or pursuant to
any permit issued as a result of this applicaton agrees to, &,shall, indemnify
& hold harmless the. City of La Quinta,• its officers, agents and employees:
2. Any permit issued.as a result of this application becomes null and void if
.work is not commenced within 180 days from date of issuance of such
permit, or cessation of work for 180 days will subject permif to cancellation.
I certify that I have read this application and 'state that the above information is
correct. I agree to comply with all City, and State laws relating -to the building
construction, and hereby authorize representatives of this City to enter upon
the above-mentioned property for inspection purposes
r• M/
Signature (Owner t, ✓
(Owner/Agent, Q. ".r' S ' .— Date !!
—' d.
BUILDING PERMIT PERMIT#
DATE VALUATION LOT., ll`«:• ,„I. TRACT
gyp, gy
aiw7j a'9j '
JOB SITE /
APN `4
ADDRESS
OWNER
CONTRACTOR /DESIGNER ENGINEER
hA
l J d LI
A.14-J/WEpRU001039
4494499 • : t 5M4H0Vr1M DRIn
R0, B"X I Al Bps Y():U I.M.A 92 685 • '1 ! $8
LA Q1nNTA CIA P225.3
CATJOOAAJ CITY CA. 92234
(114)993.3320 0'114r 03:3.19.
USE OF PERMIT
I A.M.f1
t
449 SY [+'dtEX STANDING a PATI&C Yid .91Z.A.'; PE aff PPROV D Pl<.,f1NS `
d13 PdFi&PATIO 444. 0 8F
f .
'1 3lyty `p i '7r1fi!y: s1 E3+ t d3momy
y 2 k /y` t [l• e 9 t R y e[
I •iet'M <`:86KrFrYi..i'F.Jb
CONSTRUCTION WE a.Ca'd -ow-4 i t -W .
STRONG. Mqi.101H %"I:,S - C'OMM 100-000-241-000 9.
1IM-7f'C5:C.1+,t:. CON' dYC 'I"1:+0N AN,Byy yy; P.t.., i• ' 3q.+! ;pC". 1 y
$1.3,4. X90
31111 FEE.
.3p Vii!: NOW
$3:4.90
RECEIPT
DATA'S
BY t
DATE FINALED
INSPECTOR
INSPECTION RECORD
OPERATION
DATE
INSPECTOR
OPERATION
DATE
INSPECTOR
BUILDING APPROVALS
MECHANICAL APPROVALS
Set Backs _ _
Underground Ducts
Forms & Footings //Q
Ducts
Slab Grade
Return Air
Steel
Combustion Air
Roof Deck
Exhaust Fans
O.K. to Wrap _
Framing 3/ %
F.A.U.
Compressor
Insulation
Vents
Fireplace P.L.
Grills
Fireplace T.O.
Fans & Controls
Party Wall Insulation
Condensate Lines.
Party Wall Firewall
Exterior Lath
Drywall - Int. Loth
Final 3 ?i1jDi
BLOCKWALL APPROVALS
Final
POOLS - SPAS
steel
Set Backs
Electric Bond
Footings
Main Drain
Bond Beam
Approval to Cover
Equipment Location
Underground Electric
Underground Plbg. Test
Final
Gas Piping
PLUMBING APPROVALS
Gas Test
Electric Final
Waste Lines
Heater Final
Water Piping
Plumbing Final
Plumbing Top Out
Equipment Enclosure
Shower Pans
O.K for Finish Plaster
Sewer Lateral
Pool Cover
Sewer Connection
Encapsulation
Gas Piping
Gas Test
Appliances
Final
Final
Utility Notice (Gas)
ELECTRICAL APPROVALS
Temp. Power Pole
Underground Conduit
Rough Wiring
Low Voltage Wiring
Fixtures
Main Service
Sub Peels
Exterior Receptacles
G.F.I.
SmokA Detectors
Temp. Use of Power
Final
Utility Notice (Perm)
COMMENTS:
CITY I E ) V = 2.5 x Ca x I x W '' JPOwl
Rw 4F C'AUF
BUILDING & SAFETY DEPT. = 2.5 x`0.44 x 1 x W
APPROVED 5 : 5
= 0.20W for Building Frame System
FOR CONSTRUCTION
= 2.-5 x 0.44 x 1'x W
.2.2
DATE I BY = 0.50-W •for' cantilever 'steel columns
WIND: (80 MPH) P,= Ce x. Cq x •qs• x I
= 1.06 x 1.,3 x 16.4 x'1`
`
• _ '22 .3 PSF '
CASSIE B. `ROGERS, R.C.E. 7112 (EXP -6-30-044 DATE
FOR SHEETS THROUGH
SHEET 1
s: 'LASS ROGERS - CIVIL ENGINEER * CONSULTANT
;
t-73-533 JAMESON ROAD, PALM DESERT, CA 92211 - PHONE: (760)
323-8007 or 779-5075
'. (760) 779-5076
RECEIVE6" NOV 2 8 2000
STRUCTURAL CALCULATIONS- _
NOVEMBER 28, 2000
,
LATERAL ANALYSIS, STRUCTURAL CALCULATIONS AND
DETAILS FOR NEW FREE-
STANDING PATIO COVER:
CLIENT: PGA WEST C/O RUTTMANN
CONSTRUCTION
36-660 BANKSIDE DRIVE
CATHEDRAL CITY, CA 9223.4
PHONE: (760) 324-7929
FAX: (760) 321=8624'
SITE
7 .,
LOCATION: 54201 MADISON STREET
LA QUINTA, CA 92253
LEGAL _ • •
-
DESCRIPTION: 0.95 ACRES IN A -PORTION OF THE NORTHEAST 1/4
OF SECTION 16,, T.6S.,
R.7E., 'SAN BERNARDINO
MERIDIAN.
'
ASSESSOR'S'
AA "
PARCEL NO: 775-100-008
V
DESIGN FOR LATERAL FORCES-
ORCES:ASSUME
ASSUMEROE 1(c'-,.
N0. 37112
SOIL PROFILE TYPE = Sd, Ca = 0.44 x Nv = 0.44 Exp. 6-30-Q4
CITY I E ) V = 2.5 x Ca x I x W '' JPOwl
Rw 4F C'AUF
BUILDING & SAFETY DEPT. = 2.5 x`0.44 x 1 x W
APPROVED 5 : 5
= 0.20W for Building Frame System
FOR CONSTRUCTION
= 2.-5 x 0.44 x 1'x W
.2.2
DATE I BY = 0.50-W •for' cantilever 'steel columns
WIND: (80 MPH) P,= Ce x. Cq x •qs• x I
= 1.06 x 1.,3 x 16.4 x'1`
`
• _ '22 .3 PSF '
CASSIE B. `ROGERS, R.C.E. 7112 (EXP -6-30-044 DATE
FOR SHEETS THROUGH
SHEET 2
•BUILDING WEIGHTS •
4x4 TRELLIS -
4x4 AT 24" O.C. 2.0 PSF
6x12 BEAMS 3.0 PSF A
STEEL POSTS -.1.0 PSF.
NETTING 1.0 PST;
TOTAL = 7.0 PSF '
SEISMIC & WIND ANALYSIS-WALL'NO: 1
6 EACH CANTILEVER STEEL SHEAR COLUMNS -
ITEM LOADS WIDTH/HGT LENGTH fr
ROOF -1 7.0 PSF 16.00 FT 28.00.FT
WIND LOAD 22.3 PSF 1.50 FT 28.00 FT
SEISMIC SHEAR = 261.3 LBS/COLUMN - WIND•SHEAR= 156.1 LBS/COLUMN
USE 4" x 4" x 1/4" SQ STL TUBE COLUMN, -SEE SB -1:
ALLOWABLE = 400 LBS >,261, OKAY ,}
WB -1 6 x 12 NO 1 DF ( 5.5 x 11.25 NET SIZE) SIMPLE -UNIFORM LOAD
PATIO TRELLIS SUPPORT BEAM
LOADS: ITEM LIVE LOAD DEAD LOAD WIDTH/HGT
TRELLIS 20.0 PSF 7.0 PSF 8.00 FT
SPAN = 12.00 FT SEC MODULUS= 116.02 IN -3 LL DEFL = 0.07,IN
UNIF LL = 160 PLF MOM OF INER=.652.59 IN -4 Allowable = 0.40 IN
UNIF DL = 56 PLF MOD OF ELAS=.1.6 E-6 PSI Ratio = L/%2014
BEAM WGT = 15.0 PLF MOMENT = 4,159 FT -LBS DL DEFL = 0.03 IN
TOT LOAD 231 PLF BENDING FS = 430,PSI az 'LL+DL DEFL ='0.10 IN
H SHEAR 28 PSI Allowable = 1,300 PSI Allowable 0.60 IN
Allow 85 PSI R-1 R-2 = 1,386 LBS Ratio L/%1395
FLAG POLE FOOTING CALCULATIONS - 80 MPH WIND:
24" x 24" x 3'-0" CONCRETE FOOTING:
CONSTRAINED LATERAL FORMULA, , UBC 1806'8.2.2-
d2
806'8.2.2.d2 = 4.25 Ph
.S3b y
b DIAMETER OF ROUND POST OR FOOTING OR DIAGONAL DIMENSION
OF SQUARE POST OF FOOTING IN FEET.
d DEPTH OF EMBEDMENT IN EARTH FEET, BUT NOT OVER 12 FEET,
FOR PURPOSE OF COMPUTING LATERAL PRESSURE.
h = DISTANCE IN FEET FROM'GROUND_ SURFACE TO POINT OF
APPLICATION OF ."P"
P = APPLIED LATERAL FORCE IN POUNDS. '
S, ALLOWABLE LATERAL SOIL BEARING PRESSURE AS SET FORTH IN
TABLE 18-I-1 BASED ON A DEPTH.OF.ONE THIRD THE DEPTH OF
EMBEDMENT. ,
S3 ALLOWABLE LATERAL SOIL BEARING PRESSURE AS SET••FORTH IN
TABLE 18-I-1 BASED ON A DEPTH EQUAL TO THE DEPTH OF
EMBEDMENT.
b = (22 +22) 11 = 2.83
S3 = 3 x 150 = 450 PSF
d2 =.4.25 400 x 8 = 10.67 FT2
450 x 2.83
d = 3.27 FEET, SAY 3'-6" •.
• w y. .
SHEET 3
BEAM NO: SB- 1 STEEL BEAM -CANT -POINT LOAD
BEAM DESCRIPTION: CANTILEVER STEEL SHEAR COLUMN
SIZE: 4" x 4" x 1/4" SQ STL TUBE,
LOADS: ITEM LIVE LOAD DEAD LOAD
WIND/SEISMIC 400.0 LBS 0.0 LBS
LOADS STRESSES DEFLECTIONS
SPAN = 9.00 FT SEC MODULUS = 4.11 IN -3 DESIGN LL = N/A
POINT LL = 400 LBS MOM OF INERT= 8.22 IN -4 DES LL + DL = N/A
POINT DL = 0 LBS MOD OF ELAST=29.0 E-6 PSI LL DEFL = 0.70 IN
BEAM WGT = N/A MOMENT = 3,600 FT -LBS Allowabl = N/A
TOTAL LOAD = 400 LBS BENDING FS = 10,511 PSI Ratio = L/153
WALL THK = 0.25 IN Allowable = 21,600 PSI LL+DL DEF = N/A
STL GRADE = A- 36 R-1 = 400 LBS Allowable= N/A
Ratio = N/A
SPECIFICATIONS
1. THESE CALCULATIONS AND DETAILS WERE PREPARED FROM DRAWINGS FURNISHED TO THE
ENGINEER. ANY SUBSTITUTIONS OR ADDITIONS NOT COORDINATED IN WRITING WITH THE
ENGINEER SHALL BE THE RESPONSIBILITY OF THE OWNER OR CONTRACTOR. THIS REPORT
SHALL NOT BE CONSIDERED VALID UNTIL REVIEWED AND APPROVED BY THE DEPARTMENT OF
BUILDING AND SAFETY. THESE CALCULATIONS ADDRESS THE ROUGH STRUCTURAL COMPONENTS
OF THE BUILDING ONLY AND DO NOT CONSTITUTE A GUARANTEE AGAINST CRACKS IN THE
STUCCO, PLASTER, DRYWALL, CONCRETE FLOOR, ETC. CAUSED BY SETTLEMENT, DEFLECTION,
EXPANSION OR CONTRACTION OF THE STRUCTURAL AND FRAMING COMPONENTS. THE BEAMS AND
CEILING COMPONENTS WERE DESIGNED TO A MAXIMUM LIVE AND DEAD LOAD DEFLECTION OF
L/240 OR BETTER AS RECOMMENDED BY THE UNIFORM BUILDING CODE. CANTILEVER STEEL
SHEAR COLUMNS WERE DESIGNED TO A MAXIMUM LIVE LOAD DEFLECTION AS RECOMMENDED BY
THE UNIFORM BUILDING CODE,
2. IT IS RECOMMENDED PRIOR TO COMMENCEMENT OF CONSTRUCTION THAT THE CONTRACTOR CALL
THE UNDERGROUND LOCATOR AT (800) 422-4133 TO DETERMINE THE LOCATION OF ANY
EXISTING UNDERGROUND UTILITIES. IT IS ALSO RECOMMENDED THAT THE OWNER/ CONTRACTOR
OBTAIN A CURRENT TITLE REPORT TO DETERMINE ALL EASEMENTS OF RECORD ON THE SITE.
ALL EASEMENTS SHOULD BE PLOTTED ON A SITE PLAN BY A REGISTERED PROFESSIONAL.
LOCATIONS OF EASEMENTS, SET -BACKS OR UNDERGROUND UTILITIES ARE NOT PART OF THIS
REPORT.
3. A PERMIT SHALL BE OBTAINED FROM THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO
COMMENCEMENT OF CONSTRUCTION.
4. ALL CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE UNIFORM BUILDING
CODE, STATE AND LOCAL ORDINANCES. THE OWNER SHALL BE RESPONSIBLE TO USE ONLY
LICENSED CONTRACTORS AND SUB -CONTRACTORS THAT HAVE A WORKING KNOWLEDGE OF THE
UNIFORM BUILDING CODE, STATE AND LOCAL ORDINANCES AND POSSESS THE NECESSARY
EXPERIENCE AND SKILLS TO PERFORM THIS WORK. WHERE CONFLICTS BETWEEN THESE
SPECIFICATIONS, THE UNIFORM BUILDING CODE OR THE CONSTRUCTION PLANS ARE ALLEGED,
THE MORE RESTRICTIVE SHALL APPLY.
S. CONCRETE FOOTINGS:
a. CONCRETE MIX FOR FOOTINGS, FLOOR SLAB, PATIO SLAB, GARAGE FLOOR SLAB,
ETC., SHALL BE A MINIMUM OF .5 SACKS OF PORTLAND CEMENT PER CUBIC YARD,
WHERE 1" MINUS AGGREGATE IS USED. PUMP MIX SHALL BE A MINIMUM OF 6 SACKS
OF PORTLAND CEMENT PER CUBIC YARD, WHERE 3/8" MINUS AGGREGATE IS USED IN
MIX. ALL STRUCTURAL DESIGN IS BASED ON •F'c = 2,500 PSI AFTER 28 DAYS.
ALL CONCRETE DELIVERED TO THE SITE SHALL BE MIXED FOR F' c = 3, 000 PSI
AFTER 28 DAYS AND THE MAXIMUM SLUMP SHALL BE 5". WATER SHALL NOT BE ADDED
AFTER SLUMP TESTS HAVE BEEN TAKEN.
b. ALL CONCRETE FOOTINGS SHALL BE PLACED AGAINST UNDISTURBED NATURAL GRADE OR
PROPERLY COMPACTED FILL. COMPACTION SHALL BE A MINIMUM OF 90% OF MAXIMUM
DRY DENSITY AS DETERMINED BY ASTM D-1557-78, OR UBC STANDARD 70-1. WHERE
SOIL HAS BEEN RE -WORKED, COMPACTION TESTS AND PAD CERTIFICATION TO 12"
MINIMUM BELOW BOTTOM OF FOOTINGS BY A SOILS ENGINEER SHALL BE SUBMITTED TO
THE DEPARTMENT OF BUILDING AND SAFETY PRIOR TO FOUNDATION INSPECTION.
C. ALL REINFORCING STEEL SHALL BE TIED AT ALL LAPS AND SPLICES. Fy =
40,000 PSI FOR STANDARD FOOTINGS. Fy = 60,000 PSI FOR SPECIAL DESIGNED
FOOTINGS AND GRADE BEAMS THAT ARE DESIGNED FOR OVERTURNING.
SHEET 4
6. . BEAMS & HEADERS:
a. ALL POSTS, BEAMS AND HEADERS SHALL BE DOUGLAS FIR -LARCH AND SHALL BE
STAMPED WITH ONE OF THE FOLLOWING GRADE MARKS: WCLIB, WWPA or NGLA. 4x
BEAMS AND HEADERS HAVE REDUCED BENDING FIBER STRESS VALUES FOR THE ABOVE
GRADE MARKS AND MUST BE ENGINEERED SEPARATELY.
b. ALL BEAMS AND HEADERS SHALL BE NO 1 DOUGLAS FIR -LARCH OR BETTER UNLESS
OTHERWISE NOTED. INSTALL CROWN UP FOR SIMPLE SUPPORTED BEAMS AND HEADERS.
CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW AND DETERMINE THE DIRECTION OF
CROWN ON CANTILEVERED BEAMS BEFORE INSTALLATION. REGARDLESS OF THE GRADE
STAMP SHOWN, CONTRACTOR SHALL BE RESPONSIBLE TO ONLY USE BEAMS AND HEADERS
THAT ARE FREE OF STRUCTURAL DEFECTS SUCH AS KNOTS, DAMAGE OR DETERIORATED
MATERIAL IN THE LOWER HALF OF THE MIDDLE THIRD OF THE SPAN OF THE BEAM OR
HEADER. LARGE KNOTS OR ANY DAMAGE IN THE LOWER HALF OF THE BEAM OR HEADER
SHALL BE REVIEWED BY THE BUILDING OFFICIAL OR ENGINEER OF RECORD.
ALL BEAMS AND HEADERS SHALL BE ADEQUATELY ANCHORED IN PLACE BY USE OF
POSTS WITH COLUMN CAPS, HEADER FRAMING OR BEAM HANGERS. POSITIVE
CONNECTIONS SHALL BE PROVIDED TO ENSURE AGAINST UPLIFT AND LATERAL
DISPLACEMENT.
STEEL & WELDING:
a. STEEL FOR CANTILEVER SHEAR COLUMNS SHALL BE GRADE A-36 OR BETTER. ALL
OTHER STEEL SHALL BE A-36 GRADE OR BETTER.
b. ALL STEEL BRACKETS THAT ARE NOT I.C.B.0. APPROVED SHALL BE SHOP FABRICATED
BY CERTIFIED WELDERS AND SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER
FOR APPROVAL PRIOR' TO FABRICATION AND INSTALLATION. THE WELDING
FABRICATOR SHALL BE APPROVED BY THE DEPARTMENT OF BUILDING AND SAFETY
PRIOR TO FABRICATION. A COPY OF THE CERTIFICATION SHALL BE SUBMITTED TO
THE DEPARTMENT OF BUILDING AND SAFETY. ALL FIELD WELDING SHALL BE
OBSERVED BY AN INSPECTOR APPROVED BY THE DEPARTMENT OF BUILDING AND
SAFETY. A COPY OF THE FIELD WELDING REPORT SHALL BE SUBMITTED TO THE
DEPARTMENT OF BUILDING AND SAFETY.
C. ALL WELDING SHALL CONFORM TO THE STRUCTURAL WELDING CODE OF THE AMERICAN
WELDING SOCIETY. STANDARD WELDING SYMBOLS USED IN PLANS ARE IN
CONFORMANCE WITH A.I.S.C. 4-148, 8TH EDITION.
NAILING SHALL CONFORM TO U.B.C. TABLE 23 -I -Q EXCEPT WHERE STRUCTURAL NAILING IS
CALLED FOR ON PLYWOOD SHEARWALLS, ROOF AND FLOOR SHEATHING. UNLESS OTHERWISE
SPECIFIED, ALL NAILS SHALL BE COMMON NAILS. BOX NAILS, VINYL SINKERS OR ANY
OTHER NAIL SHALL NOT BE USED IN PLACE OF COMMON NAILS.
ALL SIMPSON STRONG TIE METAL CONNECTORS AND HOLDOWNS SHALL BE USED AS DIRECTED
IN THIS REPORT AND AS SHOWN ON THE PLANS. ANY SUBSTITUTIONS MUST HAVE THE
IDENTICAL STRENGTH VALUE OR BETTER THAN THOSE SHOWN IN THE CURRENT SIMPSON
CATALOG AND MUST BE VERIFIABLE BY I.C.B.O. REPORTS. ANY SUBSTITUTIONS SHALL
REQUIRE PRIOR APPROVAL FROM THE ENGINEER AND THE DEPARTMENT OF BUILDING AND
SAFETY.
10. ALL BOLT HOLES SHALL BE ACCURATELY DRILLED. A FLAT WASHER SHALL BE INSTALLED
BETWEEN WOOD AND ALL BOLT HEADS AND NUTS.
11. IN THE EVENT THAT THERE ARE OTHER ASPECTS OF THE STRUCTURAL THAT HAVE NOT BEEN
ADDRESSED, IT WILL BE THE RESPONSIBILITY OF THE CONTRACTOR/ OWNER TO PROVIDE
ADDITIONAL STRUCTURAL MEMBERS AND CONNECTIONS IN CONFORMANCE WITH THE UNIFORM
BUILDING CODE AND AS MAY BE REQUIRED BY THE ENGINEER. THE ENGINEER SHALL BE
CONSULTED FOR THE PROPER STRUCTURAL MEMBERS AND CONNECTIONS. THE ENGINEER SHALL
BE NOTIFIED IMMEDIATELY OF ANY STRUCTURAL PROBLEMS OR DISCREPANCIES WITH A
FOLLOW-UP IN WRITING. ADDITIONAL STRUCTURAL REQUIREMENTS SHALL BE AT NO COST TO
THE ENGINEER.
12. CONTRACTOR SHALL BE RESPONSIBLE TO REVIEW THE PLANS AND TO VERIFY ALL DIMENSIONS
PRIOR TO CONSTRUCTION. HE SHALL ALSO VERIFY THE ACTUAL EDGE TO EDGE SUPPORT
SPANS OF BEAMS, HEADERS AND/OR JOISTS TO BE THE SAME AS OR LESS THAN THOSE USED
IN THIS REPORT. THE CONTRACTOR SHALL BE RESPONSIBLE TO REPORT ANY DIMENSION
DISCREPANCIES TO THE ENGINEER.
• SHEET 5
13. THESE SPECIFICATIONS DO NOT INDICATE THE METHOD OF. CONSTRUCTION. THE CONTRACTOR
SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING
CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT LIMITED TO, BRACING, SHORING
FOR LOADS DUE TO CONSTRUCTION EQUIPMENTS PROVIDING ADEQUATE SUPPORTS UNDER
EXISTING FOUNDATIONS WHEN ADDING ADDITIONAL FOOTINGS, ETC.
14. BY USING THIS -REPORT, OWNER ACCEPTS RESPONSIBILITY FOR ALL UNKNOWN RISKS, REAL
OR ALLEGED, THAT ARE BEYOND THE CONTROL OF THE ENGINEER. IN THE EVENT THAT IT
IS DETERMINED IN A COURT OF LAW THAT THE ENGINEER -IS LIABLE FOR DAMAGES, SUCH
DAMAGES SHALL BE LIMITED TO THE FEES PAID TO THE ENGINEER FOR SERVICES RENDERED
OR AS -SPECIFIED IN A CONTRACT BETWEEN THE CLIENT AND THE ENGINEER.
4" x 4" x 1/4" SO STL TUBE
COLUMN WITH SIMPSON CCT 24" OVERHANG, TYPICAL
SADDLE WELDED ON TOP. (6 PLACES)
I I I I I I
WB -1 NO 1 D.F. I I WB -1 NO 1 O.F. I I {
6X12 BEAM I' - - J 6X12 BEAM
m m m
N N N
to to
LL: ` L L J
CL
Z Z Z f -
h U,
Z
r, _. r . , _ a • w
- --1 WB -1 NO 1 D.F. r - - WB -1 NO 1 D.F.
6X12 BEAM I I 6X12 BEAM
I. I I 1 N
L- -J L_ _J. L- -J
4x4 TRELLIS FRAMING AT 24" O.C., GRADE AND FINISH TO SELECTED BETWEEN
CONTRACTOR AND OWNER. CONNECT TO 602 BEAMS WITH 1/2 x 8" LAG SCREWS. cn
FRAMING PLAN
SCALE: 1/4" = 1'-0"
SHEET 8
4x4 TRELLIS FRAMING AT 24" O.C.,
GRADE AND FINISH TO BE SELECTED
BETWEEN OWNER AND CONTRACTOR.
CONNECT TO 6x12 BEAMS WITH
1/2" x 8 LAG SCREW.
602 BEAM '
SIMPSON CCT COLUMN a
1/4" CAP.
4" x 4" x 1/4" SQUARE
STEEL TUBE COLUMN. ;
°° NOTE:
COLUMN FOOTINGS WERE DESIGNED
AS CONSTRAINED FOOTINGS. EXISTING
CONCRETE DECK MUST EXTEND A MINIMUM
OF, 24" BEYOND THE COLUMN FOOTING.
CONCRETE FOOTING EXISTING 4" CONCRETE
DECK
----------------- — -- — —————— - — — — ——
'
------ - -- - -- --,-- - --- - _ -- --I -- - - _ - - -- -- -
4 EACH #4 VERTICAL
RE—BAR, 1 EACH
CORNER.
#4 RE—BAR HOOP,
TOP & BOTTOM. M
10" x 3/4" x 10"
STEEL BASE PLATE.
SEE DETAIL, SHEET 9.
4 EACH 3/4" x 18" —
ANCHOR 'BOLTS CONCRETE PAD FOOTING
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