new canopy extension for ascension parish - lamar …

MB DESIGN CONSULTANTS

225-612-3938

Jatinder Goel

5932 Kellywood Oaks Dr.

Baton Rouge, LA 70817

AREA OF RENOVATION

NEW CANOPY EXTENSION

FOR

ASCENSION PARISH - LAMAR DIXON EXPO CENTER

9039 S St Landry Ave,

Gonzales, LA 70737

OCTOBER 2017

SCALE: N.T.S

SITE MAP

DRAWING INDEX

A1.1 TITLE SHEET

A1.2 GENERAL CONSTRUCTION NOTES AND PROJECT OUTLINE

A2.1 ROOF PLAN

A2.2 FLOOR PLAN

A3.1 EXTERIOR ELEVATION AND SECTION

S1.1 FOUNDATION PLAN, FOUNDATION DETAILS, AND STEEL DETAILS

S1.2 ROOF FRAMING PLAN AND STEEL DETAILS

S1.3 ROOF EDGE DETAIL AND ADD ALTERNATE #1

E1.0 LIGHTING PLAN

E1.1 ELECTRICAL NOTES

SCALE: N.T.S

VICINITY MAP

A1.1

PROJECT SITE

PARISH PRESIDENT

KENNETH "KENNY" MATASSA

ASCENSION PARISH COUNCIL MEMBERS

DISTRICT 1 OLIVER JOSEPH

DISTRICT 2 WILLIAM "BILL" DAWSON

DISTRICT 3 TRAVIS J. TURNER

DISTRICT 4 DANIEL "DOC" SATTERLEE

DISTRICT 5 DEMPSEY LAMBERT

DISTRICT 6 RANDY CLOUATRE, SR. (CHAIRMAN)

DISTRICT 7 AARON LAWLER

DISTRICT 8 TERI CASSO

DISTRICT 9 TODD A. LAMBERT

DISTRICT 10 JOHN CAGNOLATTI

DISTRICT 11 BENNY JOHNSON (VICE CHAIRMAN)


225-612-3938

Jatinder Goel



GENERAL NOTES :

A1.2

1. CONCRETE SHOULD HAVE MINIMUM COMPRESSIVE STRENGTH OF 4000 PSI AT 7 DAYS. USE OF FLY ASH & GGBFSALLOWED AS A PARTIAL SUBSTITUTE FOR CEMENT.

2. ALL CONVENTIONAL REINFORCING STEEL SHALL MEET ASTM-A615 (GRADE 60). REINFORCING STEEL SHALL BEDETAINED AND ACCESSORIES PROVIDED IN ACCORDANCE WITH THE LATEST “ACI MANUAL OF STANDARDPRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES.”

3. REINFORCEMENT SHALL HAVE 3” COVER IN THE GRADE BEAM BOTTOMS, 2” COVER IN THE BEAM SIDES AND TOP1-1/2” COVER IN THE SLAB TOPS.

4. 1 LAYER OF 10 MIL POLYETHYLENE VAPOR BARRIER SHALL BE PLACED UNDER ALL CONCRETE.5. CONCRETE SHALL BE WELL CONSOLIDATED. .6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF THE STRUCTURAL DRAWINGS WITH ALL

OTHER DRAWINGS.7. ALTERATION TO OR DEVIATION FROM THE INFORMATION SHOWN ON THIS SHEET WITHOUT THE WRITTEN

ADVANCED APPROVAL FORM THE ENGINEER IS NOT ALLOWED.8. ALL SUBGRADE FILL SHALL BE SELECT GRANULAR MATERIAL COMPACTED TO 95% MODIFIED PROCTOR DENSITY

IN A MAXIMUM OF 6” LIFTS.

FOUNDATION / CONCRETE SPECIFICATIONS:

A PRE-POUR MEETING SHOULD BE HELD PRIOR TO PLACEMENT PREFERABLY SEVERAL DAYS BEFOREPLACEMENT TO ASSIGN PLACEMENT DUTIES, I.E. WHO IS RESPONSIBLE FOR MAKING ON SITE DECISIONSDURING PLACEMENT, AND TO DETERMINE THE EQUIPMENT AND PERSONNEL NECESSARY.

PROVISIONS SHALL BE MADE FOR UNFAVORABLE WEATHER CONDITIONS DURING PLACEMENT, FINISHINGAND CURING OPERATIONS, SUCH AS BUT NOT LIMITED TO:

1. LOW HUMIDITY2. ELEVATED WIND SPEEDS3. AMBIENT TEMPERATURE4. PRECIPITATION5. EQUIPMENT FAILURE

WATER IN EXCESS OF THE DESIGN WATER/CEMENT RATIO WITHOUT PERMISSION OF THE DESIGNATEDAUTHORITY ON SITE IN UNACCEPTABLE AND WILL BE GROUNDS FOR REJECTION OF THAT LOAD.

MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 4000 PSI AT 7 DAYS. APPROPRIATE ADMIXTURES ALLOWED (WATER REDUCERS, MINERAL ADMIXTURES, EVAPORATION

RETARDERS, SURFACE HARDENER, ETC.) WHEN ECONOMICALLY FEASIBLE FOR OWNERS APPROVAL. FIBERS ALLOWED PER OWNER APPROVAL. BATCH WEIGHTS (CEMENT, FLY ASH, SLAG, AGGREGATES, WATER, ETC.) WILL BE INCLUDED ON EACH DELIVERY

TICKET. DELIVERY RATE SHALL BE AT A RATE COMMENSURATE WITH THE PLACEMENT RATE. UNDER NO

CIRCUMSTANCES WILL CONCRETE TEMPERATURE PRIOR TO PLACEMENT EXCEED 90° F, NOR WILL A DELIVERYWHICH INDICATES WATER WAS ADDED TO THE BATCH 90 MINUTES OR MORE PRIOR TO PLACEMENT BEACCEPTED.

AGGREGATES SHALL BE FROM AN APPROVED DOTD QPL SOURCE. COMBINED GRADING IS ENCOURAGED TOACHIEVE A WELL GRADED MIX.

EXCEPTIONS LISTED BELOW:1. FINE AGGREGATES SHALL NOT HAVE MORE THAN 20% RETAINED BETWEEN ANY TWO CONSECUTIVE

STANDARD SIEVES.2. MAX WATER/CEMENTITIOUS RATIO 0.623. AIR ALLOWED (4.5% + 1.5%) IF HARD TROWEL FINISH IS NECESSARY DO NOT INCLUDE AIR

ENTRAINMENT.4. CEMENT SHALL MEET ASTM C-150 FOR TYPE I/II; FLY ASH SUBSTITUTION ALLOWED.5. CHEMICAL ADMIXTURES USED SHALL BE DOTD APPROVED.

1. CODES AND MANUALS:

INTERNATIONAL BUILDING CODE, 2015 EDITION

MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE 7-05, AISC MANUAL OF STEEL CONSTRUCTION, 9TH

EDITION SJI STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS SDI

DIAPHRAGM DESIGN MANUAL, 2ND EDITION AISI COLD FORMED STEEL MANUAL, CURRENT EDITION ACI BUILDING CODE

REQUIREMENTS FOR REINFORCED CONCRETE, ACI318 AWS D1.1 AND D1.3

2. DESIGN CRITERIA:

P = WIND PRESSURE x ʎ lw

WIND SPEED V3s=150 MPH

WIND PRESSURE : END ZONE 12.8 PSF

INTERIOR ZONE 8.5 PSF

HEIGHT & EXPOSURE ADJUSTMENT COEFFICIENT FROM FIGURE 6-2 IN ASCE

IMPORTANCE FACTOR lw=1.15

HORIZONTAL WIND LOAD: END INTERIOR

19.6 PSF 13.0 PSF

(2) SEISMIC* V=Sds leW/R

SPECTRAL ACCELERATIONS Ss=0.412

S1=0.083

Fa=1.470

Fv=2.302

SITE CLASS D

OCCUPANCY CATEGORY 3

IMPORTANCE FACTOR le = 1.25

DESIGN SPECTRAL RESPONSE Sds = 0.404

ONE SECOND PERIOD RESPONSE ACCEL. Sd1 = 0.191

RESPONSE MODIFICATION COEFFICIENT R=4.0

SEISMIC FORCE V=0.088xW

SEISMIC DESIGN CATEGORY c

*ALLOWABLE 1/3 STRESS INCREASE FOR SEISMIC LOADING

C. ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF

3. GENERAL:

A. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD.

B. SHOP DRAWINGS, IN HARD COPY FORM, SHALL BE FURNISHED AND REVIEWED BEFORE ANY FABRICATION OR ERECTION IS

STARTED.

C. THE CONTRACTOR SHALL REVIEW AND APPROVE SHOP DRAWINGS PRIOR TO SUBMITTAL TO THE ARCHITECT FOR REVIEW.

POORLY EXECUTED SHOP DRAWINGS WILL BE REJECTED AND REQUIRE RESUBMITTAL.

D. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING SAFE AND ADEQUATE SHORING FOR ALL PARTS OF THE

STRUCTURE DURING CONSTRUCTION.

E. NOTCHING OR CUTTING ANY STRUCTURAL MEMBER IN THE FIELD IS PROHIBITED.

F. REMOVAL OF FORMS SHALL BE IN ACCORDANCE WITH ACI347. WHERE CONCRETE MUST SUPPORT SUPERIMPOSED LOADS

PRIOR TO ATTAINING THE SPECIFIED DESIGN STRENGTH, RESHORE CONCRETE IN ACCORDANCE WITH ACI 347. RESHORING

SHALL NOT BE REMOVED SOONER THAN 14 DAYS FROM THE DATE OF POUR OR UNTIL CONCRETE HAS ATTAINED THE

SPECIFIED DESIGN STRENGTH.

4. MATERIALS:

A. CAST-IN-PLACE CONCRETE:

(1) ALL CONCRETE SHALL CONFORM TO THE SPECIFICATIONS FOR STRUCTURAL CONCRETE, ACI301-96.

(2) ALL EXPOSED EDGES OF CONCRETE SHALL HAVE A 3/4" CHAMFER UNLESS NOTED OTHERWISE.

(3) MAXIMUM SLUMP FOR CONCRETE MIX DESIGN IS 4".

B. REINFORCING STEEL:

(1) ALL REINFORCING STEEL SHALL BE FABRICATED AND PLACED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS

FOR REINFORCED CONCRETE (ACI318) AND THE STANDARD MANUAL (ACI315-99).

(2) ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 60 EXCEPT STIRRUPS, TIES AND FIELD-BENT BARS WHICH

SHALL CONFORM TO ASTM A615 GRADE 40.

(3) WHERE LAPPED SPLICES IN REINFORCING OCCUR, THE MINIMUM LAP SHALL BE MADE AS FOLLOWS UNLESS NOTED

OTHERWISE ON DRAWINGS:

(3)1) VERTICAL REINFORCING:30 BAR DIA. (18" MINIMUM)

(3)2) HORIZONTAL REINFORCING:30 BAR DIA. (18" MINIMUM)

(4) ALL HORIZONTAL REINFORCING IN FOOTINGS, BEAMS, AND WALLS SHALL BE CONTINUOUS AROUND CORNERS OR HAVE

CORNER BARS OF THE SAME SIZE AND SPACING AS THE HORIZONTAL BARS AND LAP A MINIMUM OF 30 BAR DIAMETERS,

(181NCHES MINIMUM).

(5) CONCRETE COVER FOR REINFORCING SHALL BE AS FOLLOWS UNLESS OTHERWISE NOTED:

(5)1) CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH ... 3"

(5)2) CONCRETE EXPOSED TO EARTH OR WEATHER:

(5)2)1) BARS LARGER THAN NO. 5 ........................ 2"

(5)2)2) BARS NO.5 OR SMALLER. ........................ 1 1/2"

(6) FORM TIES SHALL BE EITHER OF THE THREADED OR SNAP-OFF TYPE SO THAT NO METAL WILL BE LEFT WITHIN 1 INCH OF

THE SURFACE OF THE WALL.

(7) BAR SUPPORTS AND SPACERS FOR REINFORCING SHALL BE PROVIDED IN ACCORDANCE WITH ACI315-99. CHAIRS WITH 22

GA. SAND PLATES OR PRECAST BLOCKS SHALL BE PROVIDED FOR ALL REINFORCING OF CONCRETE IN CONTACT WITH

GRADE. REINFORCING SHALL BE SECURELY TIED TO SUPPORTS.

(8) REINFORCING SHALL NOT BE TACK WELDED OR WELDED IN ANY MANNER UNLESS SPECIFICALLY DETAILED ON THE

STRUCTURAL PLANS. IF DRAWINGS SHOW REBAR TO BE WELDED, USE ASTM A706 REBAR.

C. STRUCTURAL AND MISCELLANEOUS STEEL:

(1) ALL STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR THE

DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".

(2) ALL W-SHAPED MEMBERS SHALL CONFORM TO ASTM A992 (Fy=SOKSI). ALL CHANNELS, ANGLES, & PLATES SHALL BE ASTM

A36 (Fy=36KSI). ALL PIPE STEEL SHALL BE ASTM A501 (Fy=36KSI).

(3) ALL COLD FORMED STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE B. FY = 46 KSI.

(4) BOLTS SHALL CONFORM TO ASTM A325 TENSION CONTROL BOLTS UNLESS NOTED OTHERWISE, WITH SIZES AS SHOWN ON

THE DRAWINGS. WHERE CLEARANCE WITHIN A CONNECTION DOES NOT PERMIT THE USE OF TENSION CONTROL BOLTS,

STANDARD A325 BOLTS SHALL BE USED AND INSPECTED IN ACCORDANCE WITH THE AISC "SPECIFICATION FOR

STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS".

(5) ALL BOLTS SHALL BE TIGHTENED SO AS TO SHEAR THE SPLINE OFF THE BOLT.

(6) ANCHOR BOLTS EMBEDDED IN CONCRETE SHALL BE ASTM A307 BOLTS OR A36 THREADED BARS. PROVIDE FLAT WASHERS

BETWEEN ALL NUTS AND BASEPLATES.

(7) ALL WELDING SHALL BE DONE IN ACCORDANCE WITH THE LATEST STANDARDS OF THE AWS STRUCTURAL WELDING CODE.

(8) ALL BOLT HOLES THAT ARE REQUIRED TO BE FIELD DRILLED SHALL BE DRILLED WITH A MAG DRILL. FLAME CUTTING OF

HOLES OR ENLARGING OF UNFAIR HOLES WILL NOT BE ALLOWED.

(9) HEADED CONCRETE ANCHORS AND SHEAR CONNECTORS SHALL BE TYPE B, IN CONFORMANCE WITH AWS D1.1

"STRUCTURAL WELDING CODE-STEEL". STRUCTURAL STEEL TO RECEIVE SHEAR CONNECTIONS SHALL BE FREE OF

(10)PAINT. WELDING PRE QUALIFICATION REQUIRED.

5. POST INSTALLED ANCHORS

POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR

SHALL OBTAIN APPROVAL FROM THE ENGINEER-OF-RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF

MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID

CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MANUFACTURERE'S

WRITTEN INSTRUCTIONS. SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE SPECIFIED BELOW SHALL BE

SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED

BY A REGISTERED PROFESSIONAL ENGINEER. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS

CAPABLE OF ACHIEVING THE PERTINENT EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING

THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE BUILDING CODE. PROVIDE CONTINUOUS

SPECIAL INSPECTION FOR ALL ADHESIVES AND MECHANICAL ANCHORS PER THE PRODUCT'S APPLICABLE ICC-ES EVALUATION

REPORT (ICC-ES-ESR). CONTACT MANUFACTURER'S REPRESENTATIVE FOR THE INITIAL TRAINING AND INSTALLATION OF

ANCHORS AND FOR PRODUCT RELATED QUESTIONS AND AVAILABILITY. CALL SIMPSON STRONG-TIE AT (800) 999-5099 OR HILTI AT

(866) 445-8827.

A. CONCRETE ANCHORS:

A.1. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 3552 AND ICC-ES

ACI93 FOR CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

A.1.1. SIMPSON STRONG-TIE "TITEN HD" (ICC-ES ESR-2713)

A.1.2. SIMPSON STRONG-TIE "STRONG-BOLT" (ICC-ES ESR-1771) OR HILTI "KWIK BOLT TZ" (ICC-ES ESR-1917)

A.2. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC308 FOR

CRACKED AND UNCRACKED CONCRETE RECOGNITION. PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

A.2.1. SIMPSON STRONG-TIE "SET-XP" (ICC-ES ESR-2508) OR HILTI "HIT-RE 500-SD" (ICC-ES ESR-2322)

B. MASONRY ANCHORS:

B.1. ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRY:

B.1.1. MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC01 OR

ACI06. PRE-APPROVED MECHANICAL ANCHORS INCLUDE:

SIMPSON STRONG-TIE "TITEN-HD" (ICC-ES ESR-1 056) OR HIL Tl

B.1.1.1. "HUS-H" (ICC-ES ESR-2369)

SIMPSON STRONG-TIE "WEDGE-ALL" (ICC-ES ESR-1396) OR

B.1.1.2. HILTI "KWIK BOLT 3" (ICC-ES ESR-1385)

B.1.2. ADHESIVE ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58.

PRE-APPROVED ADHESIVE ANCHORS INCLUDE:

SIMPSON STRONG-TIE "SET" (ICC-ES ESR-1772) OR HILTI "HIT-HY

B.1.2.1. 200" (ICC-ES ESR-2678

SIMPSON STRONG-TIE "ACRYLIC-TIE" (ICC-ES ESR-5791 OR

B.1.2.2. HILTI "HIT-HY 200 MAX" (ICC-ES ESR-1967)

6. PER IBC SECTION 1704, SPECIAL INSPECTION IS REQUIRED FOR THE FOLLOWING ITEMS:

A. CONCRETE:

(1) DURING THE TAKING ON TEST SPECIMENS.

(2) DURING THE PLACEMENT OF ALL REINFORCED CONCRETE.

B. BOLTS IN CONCRETE:

(1) DURING THE PLACEMENT OF CONCRETE AROUND BOLTS.

C. REINFORCING STEEL (PERIODIC):

(1) DURING THE PLACEMENT OF REINFORCING STEEL FOR ALL CONCRETE REQUIRED TO HAVE SPECIAL INSPECTION NOTED

ABOVE.

D. WELDING:

(1) VISUAL INSPECTION OF ALL FIELD WELDS.

(2) NON-DESTRUCTIVE TESTING OF ALL COMPLETE PENETRATION WELDS.

E. HIGH STRENGTH BOLTING:

(1) VERIFICATION OF SNUG TIGHT BOLT INSTALLATION FORA325N BOLTS.

(2) VERIFICATION OF SLIP CRITICAL (SC) BOLTS AT ALL BRACED FRAMES.

F. EXPANSION AND EPOXY BOLTS:

(1) DURING THE PLACEMENT OF ALL EXPANSION AND EPOXY BOLTS, FOR VISUAL VERIFICATION OF HOLE DIAMETER AND

DEPTH AND PLACEMENT OF BOLT AND/OR EPOXY.

GENERAL STRUCTURAL NOTES :

NOTE:

1. CONTRACTOR TO VERIFY EXISTING UNDERGROUND DRAINAGE.2. CONTRACTOR TO USE UTMOST PRECAUTION IN ORDER TO AVOID DAMAGING EXISTING UNDERGROUND

DRAINAGE.3. CONTRACTOR WILL BE RESPONSIBLE FOR DAMAGE TO ANY UNDERGROUND UTILITIES AND DRAINAGE.


225-612-3938

Jatinder Goel



A2.1

SCALE: 3/32"=1'-0"

ROOF PLAN

NOTES:

1. CONTRACTOR TO VERIFY ALL EXISTING

CONDITIONS AND DIMENSIONS. NOTIFY

ENGINEER OF ANY DIFFERENCES PRIOR

TO INSTALLATION.

2. CONTRACTOR TO REPAIR ANY DAMAGE

CAUSED BY HIM DURING CONSTRUCTION.

3. BUILDING FRAMING TO BE PROVIDED BY

METAL BUILDING MANUFACTURER. SIZES

SHOWN ARE FOR ESTIMATING

CONFIGURATIONS ONLY. COORDINATE

METAL BUILDING DESIGN WITH ALL

OTHER DETAILS. CONTACT ENGINEER

FOR CLARIFICATION ONCE METAL

BUILDING FRAMING IS DESIGNED.

4. ALL FINISHES ARE TO MATCH EXISTING

5. CONTRACTOR TO VERIFY ALL

UNDERGROUND UTILITIES INCLUDING

SUB-SURFACE DRAINAGE PRIOR TO

DEMOLITION.

6. CONTRACTOR TO REPLACE EXISTING

DOWNSPOUTS THAT ARE DAMAGED.

SCALE: 1/4"=1'-0"

FLOOR PLAN


225-612-3938

Jatinder Goel


A2.2


NOTES:




TO INSTALLATION.















DEMOLITION.



SCALE: 1/4"=1'-0"

LEFT ELEVATION AT NEW CANOPY EXTENSION


225-612-3938

Jatinder Goel


A3.1


SCALE: 1/4"=1'-0"

SECTION AT NEW CANOPY EXTENTION

NOTES:




TO INSTALLATION.















DEMOLITION.



S1.1

SCALE: 3/32"=1'-0"

FOUNDATION LAYOUT PLAN


225-612-3938

Jatinder Goel



SCALE: 1 1/2"=1'-0"

FOUNDATION / PLATE DETAILS @ F1

NOTES:




TO INSTALLATION.












CONTRACTOR TO VERIFY ALL



DEMOLITION.



S1.2

SCALE: 3/32"=1'-0"

ROOF FRAMING PLAN


225-612-3938

Jatinder Goel



SCALE: 1 1/2"=1'-0"

RIDGE PLATE DETAILS @ NEW BEAMS

NOTES:




TO INSTALLATION.















DEMOLITION.



S1.3


225-612-3938

Jatinder Goel



SCALE: 11/2"=1'-0"

ROOF EDGE AT NEW CANOPY EXTENSION

NOTES:




TO INSTALLATION.















DEMOLITION.



SCALE: 11/2"=1'-0"

ADD ALTERNATE 1- METAL PANEL @ROOF EDGE

1 52 3 4 6 7 8 9

NEW ROOF TO MATCH EXISTING EXISTING ROOF TO REMAIN

NEW CANOPY EXTENSIONAT CANOPY #4

EXISTING STRUCTURE E-8

EXISTING STRUCTURE E-7

AB


225-612-3938Jatinder Goel

5932 Kellywood Oaks Dr.Baton Rouge, LA 70817

Sheet

Scale

Project

Date

Revision/Issue

Project Name and Address

Firm Name and Address

No. Date

General Notes

1/16"=1'

E1.0

ASCENSION PARISHLAMAR DIXON CANOPY EXTENSIONGONZALESLOUISIANA

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225-612-3938Jatinder Goel

5932 Kellywood Oaks Dr.Baton Rouge, LA 70817

Sheet

Scale

Project

Date

Revision/Issue

Project Name and Address

Firm Name and Address

No. Date

General Notes

NTS

E1.1

ASCENSION PARISHLAMAR DIXON CANOPY EXTENSIONGONZALESLOUISIANA

17-06

10/04/17

B.

C.

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new canopy extension for ascension parish - lamar …

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