GENERAL NOTES THOMAS E. MORGAN, JR.
Transcript of GENERAL NOTES THOMAS E. MORGAN, JR.
CONCRETE NOTES
REINFORCING BARS THAT ARE TO BE WELDED SHALL BE OF A WELDABLE GRADE AND WELDED IN ACCORDANCE WITH A.W.S. RECOMMENDATIONS.
WHERE THE LENGTH OF A BAR IS GIVEN, AND IT IS TO BE HOOKED, THE HOOK SHALL BE IN ADDITION TO THE LENGTH GIVEN.
PROTECTIVE COVERING OF REINFORCEMENT (SEE DETAILS) SHALL BE AS FOLLOWS : FOOTINGS AND GRADE BEAMS 3" CLEAR BOTTOM AND SIDES, 1 1/2" CLEAR SIDES. BEAMS 1 1/2" CLEAR TO STIRRUPS. CONCRETE COLUMNS AND PIERS 1 1/2" CLEAR TO TIES. 3/4" CLEAR FOR CONCRETE JOIST TOP BARS
UNLESS SHOWN OTHERWISE, CONCRETE WALLS 8" THICK OR LESS SHALL BE REINFORCED WITH #4 @ 8" o.c. EACH WAY. WALLS OVER 8" THICK SHALL BE REINFORCED WITH #4 @ 12" o.c. EACH WAY, EACH FACE.
BACKFILL SHALL NOT BE PLACED AGAINST BASEMENT WALLS UNTIL THE BASEMENT FLOOR SLAB AND THAT PORTION OF THE FIRST SLAB OVER THE BASEMENT ARE IN PLACE.
REINFORCING STEEL FOR ALL MEMBERS SHALL HAVE A YIELD STRENGTH OF 60,000 PSI MINIMUM.
FOUNDATION NOTES
WALL FOOTINGS, UNLESS SHOWN OTHERWISE, SHALL BE 12" THICK WITH A 6" SPREAD EACH SIDE OF MASONRY WALL, REINFORCED WITH 2 #6 CONTINUOUS. (UNLESS NOTED OTHERWISE)
THE MAXIMUM WALL FOOTING STEP-OFF SHALL BE 2'-0" VERTICAL SPACED NOT LESS THAN: 4'-0"o.c. FOOTING STEP-OFFS ARE INDICATED BY THE SYMBOL:
WHERE PIPES OR CONDUITS RUN PERPENDICULAR TO A FOOTING, STEP TOP OF FOOTING DOWN TO ALLOW PIPES OR CONDUIT TO RUN OVER TOP OF FOOTINGS.
WHERE PIPES OR CONDUIT RUN PARALLEL TO A FOOTING, STEP DOWN BOTTOM OF FOOTING SO THAT A LINE DRAWN BETWEEN INVERT OF PIPE AND BOTTOM OF FOOTING SHALL NOT EXCEED 30 DEGREES, SEE "TRENCHES NEAR FOOTINGS" DETAIL.
NO PIPES OR CONDUIT SHALL BE PLACED IN THE FOOTINGS, OR SLAB ON GRADE.
BUILDING FOOTINGS ARE DESIGNED TO BEAR ON ORIGINAL EARTH OR LABORATORY CONTROLLED COMPACTED FILL WITH AN ALLOWABLE BEARING CAPACITY OF 2500 PSF. ALLOWABLE BEARING CAPACITY AT CONTINUOUS WALL FOOTINGS SHALL BE 2500 PSF. SOIL BEARING CAPACITY SHALL BE VERIFIED BY A REGISTERED GEOTECHNICAL ENGINEER AT THE TIME OF EXCAVATION. ELEVATIONS GIVEN ARE FOR PURPOSES OF CONTRACT AND SHALL BE ADJUSTED AT THE TIME OF EXCAVATION TO MEET SOILS CONDITIONS. SITE SHALL BE PREPARED IN ACCORDANCE TO THE GEOTECHNICAL REPORT PREPARED BY "TERRACON CONSULTANTS, INC." DATED SEPTEMBER 17,2018. PROJECT NO . 73185141.
SLAB-ON-GRADE NOTES
ALL INTERIOR SLAB ON GRADE SHALL HAVE A HARD STEEL TROWEL FINISH UNLESS NOTED OTHERWISE. ALL EXTERIOR SLAB ON GRADE SHALL HAVE A BROOM FINISH UNLESS NOTED OTHERWISE.
SEE CIVIL AND ARCH. DRAWINGS AND SPECIFICATIONS FOR EXTERIOR SLAB WORK AND JOINTING. HORIZONTAL RUNS OF CONDUIT AND PIPE SHALL NOT BE PLACED IN SLABS ON GROUND, PLACE IN SUB-GRADE.
SLABS ON GROUND MAY BE PLACED IN LANE FASHION USING GALVANIZED STEEL, PREFORMED KEYED FORMS AT FLOOR JOINT LOCATION INDICATED. REINFORCING SHALL NOT CROSS CONSTRUCTION OR KEYED JOINTS.
WHERE SLABS REST ON FILL, FILL SHALL BE COMPACTED IN ACCORDANCE WITH THE SPECIFICATIONS.
AT ALL TRUCK DOCK SLABS OR SERVICE COURT SLABS, PROVIDE AN 8" CONCRETE SLAB REINFORCED WITH #4 @ 12" o.c. EACH WAY, TOP AND BOTTOM. PROVIDE KEYED JOINTS AT 15'-0" x 15'-0" PATTERN. TYPICAL, UNLESS NOTED OTHERWISE.
CONCRETE MASONRY NOTES
MASONRY GROUT SHALL BE COMPLYING WITH ASTM C 476, MINIMUM REQUIRED GROUT COMPRESSIVE STRENGTH f'm = 2000 PSI, U.N.O.
MORTAR SHALL COMPLY WITH ASTM C 270, TYPE S, UNLESS GREATER STRENGTH IS SPECIFIED ELSEWHERE.
REQUIRED MASONRY NET AREA COMPRESSIVE STRENGTH f'm=1500 PSI, U.N.O.
CONCRETE GROUT, CONFORMING TO ASTM C476, NOT MORTAR, SHALL BE USED AT ALL CELLS AND BOND BEAMS.
UNLESS NOTED OTHERWISE, MAXIMUM CONTROL JOINT SPACING SHALL BE 32'-0", 16'-0" FROM CORNERS, COORDINATE WITH ARCHITECTURAL. ALL HORIZONTAL REINFORCING SHALL BE DISCONTINUED AT WALL CONTROL JOINTS.
LOAD BEARING MASONRY WALLS SHALL BE LATERALLY BRACED UNTIL ALL FLOOR / ROOF DIAPHRAGM IS IN PLACE.
AT ALL NON-LOAD BEARING MASONRY WALLS (INTERIOR AND EXTERIOR), PROVIDE A 3/4" CAULKED JOINT BETWEEN UNDERSIDE OF BEAM, JOIST, DECK, OR STRUCTURE AND TOP OF MASONRY WALL.
PROVIDE MASONRY HORIZONTAL JOINT REINFORCEMENT 16" o.c. VERTICAL IN ALL CONCRETE BLOCK WALLS. REINFORCEMENT SHALL BE FOR TOTAL WIDTH OF CAVITY WALLS.
PROVIDE A 2 SQUARE INCH INSPECTION HOLE AT THE BOTTOM CELL FOR EACH LIFT TO ALLOW VISUAL INSPECTION AND TO REMOVE MORTAR DROPPING PRIOR TO GROUTING.
ALL MASONRY SHALL BE RUNNING BOND UNLESS NOTED OTHERWISE.
SLEEVE ALL PLUMBING OR FIRE PROTECTION PIPING THROUGH CMU WALL.
SEE ARCHITECT DRAWINGS AND SPECIFICATIONS FOR MASONRY FINISHES.
AT LOAD-BEARING MASONRY WHERE JOISTS OR BEAMS BEAR ON MASONRY WALLS, GROUT POCKET SOLID WITH GROUT TO THE SAME FINISH FACE AS MASONRY ABOVE AND BELOW. DO THIS ONLY AFTER JOIST SEAT CONNECTION HAS BEEN INSPECTED.
CONCRETE MASONRY UNITS SHALL BE REGULAR WEIGHT. MINIMUM UNIT STRENGTH SHALL BE 1900 PSI NET AREA.
5 54
WALL ELEVATION
"a"
BAR TYPE
TOP BARS
OTHER BARS
3000 PSI CONC.
#3 #4 #5 #6 #7 #8 #9 #10 #11
4000 PSI CONC.
#3 #4 #5 #6 #7 #8 #9 #10 #11BAR TYPE
TOP BARS
OTHER BARS
38"29" 47" 56" 82" 94" 105" 118" 131"
29"22" 36" 43" 62" 72" 81" 91" 101"
33"25" 40" 48" 70" 81" 91" 103" 113"
25"20" 31" 38" 55" 62" 70" 79" 87"
MINIMUM LAP SPLICE LENGTH SCHEDULE
BOLT DIAMETER A325 BOLTS
3/4" DIAMETER 35
A490 BOLTS
28
7/8" DIAMETER 4939
1" DIAMETER 6451
MINIMUM PRETENSION OF BOLTS (KIPS)
STRENGTHLOCATION
SLAB SUPPORTED ON GRADE
DENSITY
145 P.C.F. 3000 PSI
FOOTINGS SUPPORTING WOOD,MASONRY, AND STEEL STRUCTURES
145 P.C.F. 3000 PSI
CONCRETE PIERS SUPPORTING STEEL OR MASONRY COLUMNS
145 P.C.F. 3000 PSI
(TYPE 1 CEMENT ONLY. DO NOT SUBSTITUTE FLYASH OR SLAG FOR CEMENT)
MINIMUM REINFORCED CONCRETE STRENGTHSf 'c AT 28 DAYS (U.N.O. ON SCHEDULES)
STAIR TREADS AND LANDINGS 145 P.C.F. 3000 PSI
BASEMENT, TIEBACK, AND RETAINING WALLS
145 P.C.F. 3000 PSI
NON-SHRINK GROUT AT STEEL COLUMN BASEPLATES
145 P.C.F. 5000 PSI
Fy (ksi)STEEL SHAPE
ANGLES,PLATES, S SHAPE, AND MISC.
CHANNELS MC15 ANDSMALLER, AND
CHANNELS C8 ANDSMALLER
ASTM
A36 36
HSS RECTANGULAR ANDSQUARE
A500 GRADE B
HSS ROUND A500 GRADE B
W SHAPES, MISC CHANNELSMC18 AND LARGER,
CHANNELS C10 AND LARGER
A992 50
46
42
SHEAR STUDS A108
ANCHOR RODS (A.BOLTS) F1554 36
HIGH STRENGTH BOLTSA325
Fu (ksi)
58
65
58
58
65
58
3/4" TO 1" DIAM. INCLUSIVE1-1/8" TO 1-1/2" DIAM. INCL.1-1/8" TO 1-1/2" DIAM. INCL.
A325A490
120105150
WELDED WIRE FABRIC6x6-W.9xW2.9
A185
REINFORCING STEEL A615 60
STRUCTURAL STEEL STRENGTHS
CWIND EXPOSURE (X-X) :
ULTIMATE (V 115 MPH
2RISK CATEGORY : COMPONENTS AND CLADDING WIND PRESSURES: SEE TABLES, THIS SHEET
INTERNAL PRESSURE COEFFICIENT ±0.18
1.0
SNOW IMPORTANCE FACTOR (I 1.0
THERMAL FACTOR (CSNOW EXPOSURE FACTOR (C 0.9
12 PSFFLAT-ROOF SNOW LOAD (P
300
OCCUPANCY OR USEUNIFORM
(PSF) (LBS)CONC.CONC.
(LBS)UNIFORM
OCCUPANCY OR USE(PSF)
20ROOF
AISC 360-10STRUCTURAL STEEL
MASONRY STRUCTURES
MINIMUM DESIGN LOADS
STRUCTURAL CONCRETE
INTERNATIONAL BUILDING CODE
ACI 530-11
ASCE 7-10
ACI 318-11
IBC 2012
SEISMIC IMPORTANCE FACTOR (I
MAPPED SPECTRAL RESPONSE ACCELERATIONS :
MAPPED SPECTRAL RESPONSE ACCELERATIONS :
SEISMIC DESIGN CATEGORY :
BASIC SEISMIC-FORCE-RESISTING SYSTEM(S) :
DESIGN BASE SHEAR :
RESPONSE MODIFICATION FACTOR(S) :
ANALYSIS PROCEDURE:
SITE CLASS:
EQUIVALENT LATERAL FORCE
R = 5
F =F =
I
S
1.0
D
187 k
D
0.205 g
0.388 g
0.391 g
0.137 g
12"DESIGN FROST DEPTH
SPECIAL REINFORCED MASONRY SHEAR WALLS (MAIN BUILDING)
WIND DESIGN CRITERIA
ROOF SNOW LOAD
DESIGN NOTES
LIVE LOADS
REFERENCE CODES
SEISMIC DESIGN CRITERIA
=
=
=
=
=
125LIGHT STORAGE
f ) :
e) :
s) :
t ) :
DESIGN WIND SPEED
ult) :NOMINAL (V 90 MPHasd ) :
CWIND EXPOSURE (Y-Y) :
RISK CATEGORY : 2
s) : s
s
S 1
S ds
S d1
x y
300100STAIRS AND EXIT WAYS
40GUEST ROOMSHANDRAILS AND GUARDS
250GRAB BARS200
STEEL ORDINARY MOMENT FRAMES (ENTRANCE CANOPIES)
F =F = 4 k (CANOPIES)x y
R = 3.5 (CANOPIES)
FABRICATION AND ERECTION OF ALL STEEL SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATIONS.ALL BOLTS SHALL BE ASTM A-325 HIGH STRENGTH BOLTS U.N.O. (T.C. BOLTS)WHERE BEAMS REST ON MASONRY OR CONCRETE WALLS THEY SHALL BEAR A MINIMUM OF 8" AND SHALL HAVE BEARING PLATES AND ANCHORS.WHERE NOT SHOWN OTHERWISE, ALL COLUMNS SHALL HAVE BASE PLATES AND (4) 3/4" DIAMETER x 1'-2" LONG+HOOK ANCHOR BOLTS.UNLESS SHOWN OTHERWISE, PROVIDE 5/8"x12"x7-1/2" BEARING PLATES ON 1" GROUT WITH (2) 3/4" DIAMETER ANCHOR BOLTS UNDER ALL STEEL BEAMS THAT BEAR ON MASONRY WALLS.COLUMN BASES ARE DESIGNED AS UNRESTRAINED, THEREFORE COLUMNS MUST BE BRACED DURING ERECTION.AS ERECTION PROGRESSES, FRAMING SHALL BE ADEQUATELY GUYED AND BRACED AND CONNECTIONS SHALL BE SECURELY BOLTED OR WELDED.NO SHOP SPLICE OR OTHER CONNECTION WILL BE PERMITTED UNLESS THIS SPLICE OR DETAIL IS SHOWN ON SHOP DRAWINGS AND REVIEWED BY THE ENGINEERS.ALL STEEL SHALL CONFORM TO ASTM A992, 50 KSI STEEL UNLESS SHOWN OTHERWISE. TUBE STEEL SHALL CONFORM TO ASTM A-500, GRADE B (Fy = 46 KSI MINIMUM) ALL MISC. PLATES, CONNECTION PLATES AND ANGLES SHALL BE 36 KSI STEEL.ALL FASTENERS SHALL CONSIST OF ONE NUT, ONE BOLT, AND ONE WASHER.ALL BEAM SHOP CONNECTIONS SHALL BE WELDED. BEAM SHOP CONNECTIONS MAY BE BOLTED IN LIEU OF WELDING PROVIDED THAT THE CONTRACTOR ASKS AND RECEIVES AN AFFIRMATIVE ANSWER BY THE ENGINEER OF RECORD IN WRITING. FURTHERMORE, ACCEPTANCE OF A BOLTED CONNECTION WILL ONLY OCCUR IF THE FABRICATOR FOLLOWS THE ECCENTRIC LOAD TABLES PROVIDED ON PAGES 7-30 THROUGH 7-53 OF THE AISC MANUAL.eFACE OF FRAMING MEMBER
e = ECCENTRICITY(SEE 7-30 - 7-53, AISC FOURTEENTH EDITION)
ALL WELDING SHALL CONFORM TO THE "STRUCTURAL WELDING CODE - AMERICAN WELDING SOCIETY." FOR WELD TESTING REQUIREMENTS, SEE SPECIFICATIONS.ALL ANCHOR BOLTS SHALL BE ASTM F-1554.NO SLOTTED HOLES ARE PERMITTED UNLESS SPECIFICALLY DETAILED BY THE ENGINEER OF RECORD.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO SECURE STEEL AGAINST DISPLACEMENT DURING ERECTION AND TO MAINTAIN IT AGAINST DISPLACEMENT UNTIL THE ERECTION OF ALL STEEL IS COMPLETED, ALL FLOOR AND ROOF DECKS ARE IN PLACE, AND ALL EXTERIOR MASONRY IS COMPLETED. ALL STRUCTURAL METAL WORK SHALL HAVE TEMPORARY GUYS, BRACES AND STAYS TO HOLD IT IN POSITION UNTIL IT IS PERMANENTLY SECURE.ALL GROUT UNDER BASE PLATES AND BEAM BEARING PLATES SHALL BE NON SHRINK GROUT. (5,000 PSI)WHERE ROOF DECKS FRAME ONTO A ROOF MEMBER, AND DECK IS IN A DIFFERENT PLANE THAN THE ROOF MEMBER, PROVIDE A 3/16" CONTINUOUS BENT PLATE WELDED ACROSS THE TOP OF THE ROOF MEMBER SLOPED TO MATCH PLANE OF ROOF DECK.FILL ALL CMU CELLS WITH GROUT WHERE REINFORCING AND/OR ANCHORS OCCUR.HEADED CONCRETE ANCHORS SHALL BE NELSON OR K.S.M. HEADED CONCRETE ANCHORS (OR APPROVED EQUAL), AND SHALL CONFORM TO ASTM A-108.ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE STUD WELDING EQUIPMENT IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER.WHERE A ROOF FRAMING MEMBER DOES NOT FRAME OVER A COLUMN, PROVIDE A 1/2" THICK CAP PLATE (i.e. TUBES AND PIPES)FABRICATOR SHALL SUBMIT COMPLETE CALCULATIONS OF ALL CONNECTIONS, STRUCTURAL STEEL, AND JOIST SEALED BY THE REGISTERED DESIGN ENGINEERWHERE HSS OUTLOOKERS OCCUR PROVIDE 1/4" CAP PLATE AT END
STRUCTURAL STEEL NOTES SUBMITTAL NOTES
THE GENERAL CONTRACTOR SHALL ALLOW FOR 10 BUSINESS DAYS OF ALL STRUCTURAL SUBMITTALS. IF THE CONTRACTOR WISHES TO EXPEDITE OR REDUCE THE REVIEW TIME, IT SHALL BE DONE FOR AN ADDITIONAL CHARGE AND MUST BE NEGOTIATED WITH THE ARCHITECT AND ENGINEER PRIOR TO THE SUBMISSION OF THE PACKAGE.
THE GENERAL CONTRACTOR SHALL SUBMIT A SCHEDULE OF SUBMITTALS PRIOR TO CONSTRUCTION BEGINNING ON THE PROJECT. THE SCHEDULE SHOULD DESCRIBE WHAT EACH SUBMITTAL IS, WHETHER IT IS THE ENTIRE PACKAGE, OR BROKEN INTO PHASES FOR REVIEW.
IN THE EVENT THE CONTRACTOR ATTEMPTS TO SUBMIT THE ENTIRE PROJECT AT THE SAME TIME FOR SUBMISSION, ADDITIONAL TIME WILL BE REQUIRED BEYOND THE STANDARD 10 DAY REVIEW TIME.
WHERE GLASS REQUIRES ADDITIONAL DESIGN OF MISCELLANEOUS STEEL AND MULLIONS, CONTRACTOR SHALL FURNISH DETAILED DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER IN THE STATE IN WHICH THE PROJECT IS BUILT.
STRUCTURAL STEEL SUPPLIER SHALL PROVIDE COMPLETE SHOP DRAWINGS INCLUDING AN ANCHOR SETTING PLAN, ERECTION DRAWINGS WITH ALL PIECE MARKS, AND ASSOCIATED FABRICATION DRAWINGS SHOWING ALL MATERIAL AND CONNECTIONS. CONNECTIONS SHALL BE DESIGNED BASED UPON THE END SHEAR TABLES PROVIDED IN THE AISC UNLESS NOTED OTHERWISE.
REBAR SUPPLIER SHALL PROVIDE COMPLETE SHOP DRAWINGS INCLUDING PLAN VIEWS WITH MARKS ILLUSTRATING BAR SIZES AND BAR BENDING DETAILS. INCLUDE ALL LOCATION OF STEPS NOTED IN THE GENERAL NOTES FOR PLUMBING AND CIVIL LINES WHERE APPLICABLE. WHERE CONCRETE PIER AND STEM WALLS OCCUR PROVIDE SECTION CUTS, AND ELEVATIONS ILLUSTRATING THE MATERIAL SPECIFIED
REBAR SUPPLIER SHALL PROVIDE COMPLETE SHOP DRAWINGS FOR LOAD BEARING MASONRY. PROVIDE ALL WALLS INCLUDING NON LOAD BEARING PARTITIONS IN ELEVATIONS DEPICTING THE VERTICAL WALL REINFORCEMENT/ LAPS, ALL LINTELS AT OPENINGS , REINFORCING AND BOND BEAMS AS DESCRIBED IN TYPICAL DETAILS AND WALL SECTIONS INCLUDING MASONRY CONTROL JOINT LOCATIONS.
SEE DISCIPLINE SPECIFIC NOTES AND SPECIFICATIONS FOR ALL ADDITIONAL SUBMITTAL REQUIREMENTS.
FOR THIRD-PARTY DESIGN SUBMITTALS INCLUDING, BUT NOT LIMITED TO, PRECAST, HOLLOW CORE SLABS, METAL STUDS, STAIRS & HANDRAILS, GLASS DESIGN, AND WOOD TRUSSES, PLEASE SUBMIT MANUFACTURER'S DRAWINGS WITH ACCOMPANYING CALCULATIONS SEALED BY A REGISTERED ENGINEER IN THE STATE IN WHICH THE PROJECT IS BUILT.
FOR WOOD STUD WALL CONSTRUCTION, IN ADDITION TO SUBMITTING SHOP DRAWINGS FOR ROOF AND FLOOR TRUSSES AND DECKING, PLEASE PROVIDE ALL LOAD-BEARING WALLS SHOWN IN ELEVATION WITH ALL LINTELS, BUILT-UP STUDS, CONNECTIONS, AND TIE-DOWNS LABELED.
CONTRACTOR'S NOTES
THE CONTRACTOR SHALL NOT SCALE THE CONTRACT DRAWINGS FOR THE PURPOSE OF ESTABLISHING CORRECT DIMENSIONS.
GENERAL CONTRACTOR SHALL FIELD VERIFY EXISTING SIZES, DIMENSIONS, NOTES OR CONDITIONS PRIOR TO ANY DETAILING, OR FABRICATION OF MATERIALS.
U.N.O. DENOTES: "UNLESS NOTED OTHERWISE".
SEE ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL DRAWING. AND SPECIFICATIONS FOR SIZE AND LOCATION OF DRIPS, CHAMFERS, SLEEVES, ANCHORS, INSERTS AND OPENINGS REQUIRED. THE LOCATION AND SIZE OF SLEEVES OR OPENINGS NOT SHOWN ON THE DRAWINGS IN STRUCTURAL MEMBERS SHALL BE SUBJECT TO THE APPROVAL OF THE ARCHITECT. ANY CONFLICT SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING WITH THE WORK AFFECTED. PRINCIPAL OPENINGS IN THE STRUCTURE ARE INDICATED ON THE CONTRACT DRAWINGS. ANY SUBSTITUTIONS RESULTING IN REVISIONS TO THE STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH THE ARCHITECT.
WHERE THE CONTRACTOR ELECTS TO POUR THE SLAB ON GRADE PRIOR TO ERECTING THE SUPERSTRUCTURE, THE CONTRACTOR SHALL TAKE INTO CONSIDERATION THAT THE SLAB ON GRADE IS NOT DESIGNED FOR SUPPORT OF ANY CRANES OR SIMILAR DEVICES USED TO ERECT THE STRUCTURAL FRAME. DO NOT PLACE THIS EQUIPMENT ON THE SLAB.
WHERE OVERHEAD LIFTS OCCUR ON THE PROJECT, NO KEYED OR SAW CUT JOINT SHALL BE PLACED WITHIN 6" OF THE LIFT SUPPORT ANCHORAGE AS PER THE LIFT MANUFACTURER RECOMMENDATIONS. GENERAL CONTRACTOR COORDINATE WITH FINAL LIFT PLACEMENT PLAN PRIOR TO POURING THE SLAB.
GENERAL CONTRACTOR SHALL ENGAGE A SURVEYOR TO PROVIDE LOCATIONS OF ALL EXISTING UTILITES, TRENCHES, ETC. TO ENSURE THAT NEW FOUNDATIONS WILL NOT INTERFERE, UNDERMINE, OR BEAR ON EXISTING UTILITIES.
6' -
9"
6' -
9"25.8 PSF
25.8 PSF
25.8 PSF 25.8 PSF
25.8 PSF
6' -
9"
6' -
9" 6' -
9"
6' -
9" 43.2 PSF
43.2 PSF
11' - 4" 11' - 4"
5' - 7"
21.2 PSF
4' -
8 3
/4"
17.7 PSF
10' - 3"
10' - 3"
39.3 psf
39.3 psf
10' - 10"
41.4 psf
41.4 psf
4' -
8"
17.8 PSF
17.8 PSF
7' -
6"
7' -
6"
7' - 6"
7' -
6 5
/8"
7' - 6"
7' -
6"
7' - 6"
7' -
6"
7' -
6 1
/4"
7' - 6"
7' - 6"
7' - 6"
Z1
Z2
Z2
Z2
Z2
Z2
Z2
Z2
Z3Z3 Z3 Z3
Z3Z3
Z3
Z3
Z3
LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST) FOR EXTERIOR SEISMIC FORCE RESISTANCE SYSTEMS SHALL BE 35 DEGREES.
ALL WELDS USED IN MEMBERS AND CONNECTIONS IN THE SEISMIC FORCE RESISTING SYSTEM SHALL BE MADE WITH FILLER METALS MEETING THE REQUIREMENTS SPECIFIED IN CLAUSE 6.3 OF THE STRUCTURAL WELDING CODE-SEISMIC SUPPLEMENT (AWS D1.8/D1.8M).
WELDS DESIGNATED AS DEMAND CRITICAL SHALL BE MADE WITH FILLER METALS MEETING THE REQUIREMENTS SPECIFIED IN AWS D1.8/D1.8M CLAUSE 6.3
WELD BACKING AND TABS SHALL BE REMOVED FROM ALL WELDS ON THE SEISMIC FORCE RESISTANCE SYSTEM UNLESS NOTED OTHERWISE.
DESIGNATED PROTECTED ZONES SHALL BE FREE OF HOLES, TACK WELDS, ERECTION AIDS, AIR-ARC GOUGING, AND UNSPECIFIED THERMAL CUTTING. ATTACHMENTS SUCH AS STEEL HEADED STUD ANCHORS AND DECK ATTACHMENTS THAT PENETRATE THE BEAM FLANGE SHALL NOT BE PLACED ON THE BEAM FLANGES WITHIN THE PROTECTED ZONE. WELDED, BOLTED, SCREWED OR SHOT-IN ATTACHMENTS FOR THE PERIMETER EDGE ANGLES, EXTERIOR FACADES, PARTITIONS, DUCT WORK, PIPING OR OTHER CONSTRUCTION SHALL NOT BE PLACED WITHIN THE PROTECTED ZONE.
CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM NOT SPECIFICALLY SPECIFIED IN THESE DRAWINGS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WHERE THE PROJECT IS LOCATED.
BOLTS AND WELDS SHALL NOT BE DESIGNED TO SHARE FORCE IN A JOINT OR THE SAME FORCE COMPONENT IN A CONNECTION.
BOLT HOLES SHALL BE STANDARD HOLES OF SHORT SLOTTED HOLES PERPENDICULAR TO THE APPLIED LOAD.
ALL BOLTS SHALL BE INSTALLED AS PRETENSIONED HIGH-STRENGTH BOLTS. FAYING SURFACES SHALL SATISFY THE REQUIREMENTS FOR SLIP-CRITICAL CONNECTIONS IN ACCORDANCE WITH SPECIFICATION SECTION J3.8 WITH A FAYING SURFACE WITH A CLASS A SLIP COEFFICIENT OR HIGHER.
SHOP DRAWINGS SHALL INDICATE LOCATIONS OF PRETENSIONED BOLTS, LOCATIONS OF CLASS A, OR HIGHER FAYING SURFACES, GUSSET PLATES DRAWN TO SCALE WHEN THE ARE DESIGNED TO ACCOMMODATE INELASTIC ROTATION, WELD ACCESS HOLE DIMENSINS, SURFACE PROFILE AND FINISH REQUIREMENTS, AND NONDESTRUCTIVE TESTING (NDT) WHERE PERFORMED BY THE FABRICATOR.
SEISMIC STRUCTURAL STEEL NOTES
POST-INSTALLED ANCHOR NOTES
THE BELOW PRODUCTS ARE THE DESIGN BASIS FOR THIS PROJECT. PRODUCT DIAMETER AND EMBEDMENT SHALL BE AS SHOWN IN THE DETAILS. INSTALL PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS (MPII). SUBSTITUTION REQUESTS FOR PRODUCTS OTHER THAN THOSE LISTED BELOW MAY BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD (EOR) FOR REVIEW. SUBSTITUTIONS WILL ONLY BE CONSIDERED FOR PRODUCTS HAVING A CODE REPORT RECOGNIZING THE PRODUCT FOR THE APPROPRIATE APPLICATION. SUBSTITUTION REQUESTS SHALL INCLUDE CALCULATIONS THAT DEMONSTRATE THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE EQUIVALENT PERFORMANCE VALUES OF THE DESIGN BASIS PRODUCT. CONTRACTOR SHALL CONTACT MANUFACTURER'S REPRESENTATIVE (800-999-5099) FOR PRODUCT INSTALLATION TRAINING AND A LETTER SHALL BE SUBMITTED TO THE EOR INDICATING TRAINING HAS TAKEN PLACE. SPECIAL INSPECTIONS ARE REQUIRED PER THE IBC AND ICC-ES REPORTS.
FOR ANCHORING INTO CONCRETEA.
MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.2 AND ICC-ES AC193 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. PRE-APPROVED ANCHORS INCLUDE:
I.
(1) SIMPSON STRONG TIE "STRONG-BOLT 2" (IAPMO-UES ESR ER-240)
ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ACI 355.4 AND ICC-ES AC308 FOR CRACKED CONCRETE AND SEISMIC APPLICATIONS. ADHESIVE ANCHORS SHALL BE INSTALLED BY A CERTIFIED ADHESIVE ANCHOR INSTALLER PER ACI 318-11 D.9.2.2 WHERE INDICATED ON THE CONTRACT DOCUMENTS. INSTALLATIONS REQUIRING CERTIFIED INSTALLERS SHALL BE INSPECTED PER ACI 318-11 D.9.2.4. PRE-APPROVED ANCHORS INCLUDE:
II.
(1) SIMPSON STRONG TIE "SET-XP" (ICC-ES ESR-2508)(2) SIMPSON STRONG TIE "AT-XP" (IAPMO-UES ESR-263)
FOR ANCHORING INTO MASONRYB.
ANCHORAGE TO SOLID-GROUTED CONCRETE MASONRYI.
MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC ES AC01 OR ICC-ES AC106 PRE-APPROVED ANCHORS INCLUDE:
(A) SIMPSON STRONG TIE "TITEN-HD" (ICC-ES ESR-1056)(B) SIMPSON STRONG TIE "STRONG-BOLT 2" (IAPMO-ES ER-240)
(1)
ADHESIVE FOR REBAR AND ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. PRE-APPROVED ANCHORS INCLUDE:
(A) SIMPSON STRONG TIE "AT-XP" (IAPMO-UES ER-281)(B) SIMPSON STRONG TIE "SET-XP" (IAPMO-UES ER-265)
(2)
ANCHORAGE TO HOLLOW CONCRETE MASONRYII.
MECHANICAL ANCHORS SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC106 PRE-APPROVED ANCHORS INCLUDE:
(A) SIMPSON STRONG TIE "TITEN-HD"
(1)
ADHESIVE FOR REBAR AND ANCHORS WITH SCREEN TUBES SHALL HAVE BEEN TESTED AND QUALIFIED FOR USE IN ACCORDANCE WITH ICC-ES AC58. THE APPROPRIATE SCREEN TUBE SHALL BE USED AS RECOMMENDED BY THE ADHESIVE MANUFACTURER. PRE-APPROVED ANCHORS WITH SCREEN TUBES INCLUDE:
(A) SIMPSON STRONG TIE "SET" (ICC-ES ESR-1772)
(2)
POWDER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED ANCHORS INCLUDE:
III.
(1) SIMPSON STRONG TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)(2) SIMPSON STRONG TIE "POWDER ACTUATED PINS" (ICC-ES ESR-2138)
POWDER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED ANCHORS INCLUDE:
(A) SIMPSON STRONG TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)(B) SIMPSON STRONG TIE "POWDER ACTUATED PINS" (ICC-ES ESR-2138)
(3)
POWDER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED ANCHORS INCLUDE:
(A) SIMPSON STRONG TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)(B) SIMPSON STRONG TIE "POWDER ACTUATED PINS" (ICC-ES ESR-2138)
(3)
FOR ANCHORING INTO STEEL POWDER-ACTUATED FASTENERS SHALL HAVE BEEN TESTED IN ACCORDANCE WITH ICC-ES AC70. PRE-APPROVED ANCHORS INCLUDE:
C.
I. SIMPSON STRONG TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)II. SIMPSON STRONG TIE "POWDER-ACTUATED PINS" (ICC-ES ESR-2138)
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S0.01
General Notes
GENERAL NOTESZONE 1A (EFFECTIVE AREA)e
A = 10 SQ. FT.e
ZONE 2 ZONE 3
A = 20 SQ. FT.e
A = 50 SQ. FT.e
A = 100 SQ. FT.e
+16.0, -37.1 +16.0, -62.3 +16.0, -93.8
+16.0, -36.2
+16.0, -34.9
+16.0, -34.0
+16.0, -55.7
+16.0, -46.9
+16.0, -40.3
+16.0, -77.7
+16.0, -56.4
+16.0, -40.3
COMPONENTS AND CLADDING ROOF (ENCLOSED) 115 MPHEXP. "C" 'ULT' EXTERNAL PRESSURES (PSF)
ZONE 4A (EFFECTIVE AREA)e
A = 10 SQ. FT.e
ZONE 5
A = 20 SQ. FT.e
A = 50 SQ. FT.e
A = 100 SQ. FT.e
+34.0, -36.8
+32.5, -35.3
+30.5, -33.3
+29.0, -31.8
+34.0, -45.3
+32.5, -42.3
+30.5, -38.3
+29.0, -35.3
COMPONENTS AND CLADDING WALL (ENCLOSED) 115 MPHEXP. "C" 'ULT' EXTERNAL PRESSURES (PSF)
ZONE 1A (EFFECTIVE AREA)e
A = 10 SQ. FT.e
ZONE 2 ZONE 3
A = 20 SQ. FT.e
A = 50 SQ. FT.e
A = 100 SQ. FT.e
+10.0, -22.7 +10.0, -38.2 +10.0, -57.4
+10.0, -22.2
+10.0, -21.4
+10.0, -20.8
+10.0, -34.1
+10.0, -28.7
+10.0, -24.7
+10.0, -47.6
+10.0, -34.5
+10.0, -24.7
COMPONENTS AND CLADDING ROOF (ENCLOSED) 90 MPHEXP. "C" 'ASD' EXTERNAL PRESSURES (PSF)
ZONE 4A (EFFECTIVE AREA)e
A = 10 SQ. FT.e
ZONE 5
A = 20 SQ. FT.e
A = 50 SQ. FT.e
A = 100 SQ. FT.e
NOTES:1. INTERPOLATION MAY BE UTILIZED FOR EFFECTIVE AREAS THAT OCCUR BETWEEN VALUES SHOWN ON THE TABLE.2. PLUS AND MINUS SIGN INDICATES THE PRESSURE ACTING
TOWARD AND AWAY FROM THE SURFACES, RESPECTIVELY.3. FORCES AND DIAGRAMS ARE BASED ON IBC / ASCE 7.
+20.8, -22.6
+19.9, -21.6
+18.7, -20.4
+17.8, -19.5
+20.8, -27.8
+19.9, -25.9
+18.7, -23.5
+17.8, -21.6
End zone width, a = 7' - 6"
COMPONENTS AND CLADDING WALL (ENCLOSED) 90 MPHEXP. "C" 'ASD' EXTERNAL PRESSURES (PSF)
3/64" = 1'-0"S0.01
Snow Drift Load2
3/64" = 1'-0"S0.01
Wind Roof Component Load1
STEEL COLUMN SCHEDULE
Foundation Foundation
0' - 0" 0' - 0"
Floor Plan 2 Floor Plan 2
12' - 0 3/4" 12' - 0 3/4"
Canopy Canopy
14' - 8" 14' - 8"
ColumnLocations
A-10, D-9, F-3,F-7, F-9, BB-2.5
B-4, E-4, E-5,E-7
B-5, B-6, B-7,D-10, D-11, E-3,
F-4
B.7-1, B.7-1.8,E.2-1, E.2-1.8,E.8-1, E.8-1.8
C-8, D-8, F-10,AA-3, AA-4,AA-5, AA-6,
AA-7
E-6, F-6F.1-4.1, F.1-5.8,
F.1-6.8
HS
S5X
5X
1/4
HS
S5X
5X
1/2
HS
S5X
5X
5/1
6
HS
S8X
8X
1/4
HS
S5X
5X
3/1
6
HS
S8X
8X
3/1
6
HS
S5X
5X
3/8
SF
RS
SF
RS
NOTES:1. AT ALL CONCRETE PIERS, PROVIDE (3) #3 HOOPS IN THE TOP 5" OF THE CONCRETE
PIER.2. WHERE WALLS OCCUR, POUR PIERS MONOLITHIC WITH WALLS.3. ALL ANCHOR SETTINGS FOR COLUMNS SHALL FALL WITHIN THE CAGED PIER
REINFORCEMENT.4. ALL CONCRETE PIERS SHALL BE POURED MONOLITHICALLY WITH SLAB AND
TURNDOWNS AS SHOWN. SEE HAIRPIN DETAILS
BP12
CENTERLINE OF FOOTING AND COLUMN
1 1/2" 1 1/2"
1 1
/2"
1 1
/2"
BP14
CENTERLINE OF FOOTING AND COLUMN
1 1/2" 1 1/2"
1 1
/2"
1 1
/2"
5/16"
1/2"
WOOD TRUSS TIE DOWN CONNECTION SCHEDULE
UPLIFT (LBS) CONNECTOR
NOTE 1: CONNECTORS SHALL BE SIMPSON STRONG TIE OR APPROVED ALTERNATE.NOTE 2: SEE MANUFACTURERS CATALOG C-2013 FOR ADDITIONAL INFORMATION AND REQUIREMENTS
0 TO 500 500 TO 10001000 TO 16501650 TO 3200
H2.5ADOUBLE H2.5ADOUBLE H10
MGT W/ 1/2" Ø BOLTS
JOIST TO BAND JOIST, FACE NAIL 16d COMMON 3
FASTENER NUMBER OR SPACING
NOTES:1. SIDING APPLIES TO 1/2" OSB SHEATHING2. CORROSION RESISTANT NAILS SPACED 6" o.c. AT EDGE AND 12" o.c. AT INTERMEDIATE SUPPORTS. NAILS SHALL
HAVE A MINIMUM EDGE DISTANCE OF 3/4".3. USE ANNULAR OR SPIRAL THREAD NAILS FOR COMBINATION SUBFLOOR-UNDERLAYMENT.
FASTENER SCHEDULE
JOIST TO SILL OR GIRDER, TOE NAIL
BRIDGING TO JOIST, TOE NAIL EACH END
LEDGER STRIP
SUBFLOOR TO EACH JOIST, FACE NAIL
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL
TOP OR SOLE PLATE TO STUD, END NAILED
STUD TO SOLE PLATE, TOE NAIL + SIMPSON CLIPS, A35
DOUBLED STUDS, FACE NAIL
TOP PLATES, LAP AND INTERSECTIONS FACE NAIL
DOUBLED TOP PLATES, FACE NAIL
CONTINUOUS HEADER, TWO PIECES
CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL
CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL
ROOF TRUSSES TO PLATE, TOE NAIL + SIMPSON CLIPS, H2.5A
OSB SHEATHING TO EACH BEARING, FACE NAIL
BUILT-UP CORNER STUDS
BUILT-UP GIRDERS AND BEAMS, OF THREE MEMBERS
@ 6" o.c. AT EDGE @ 12" o.c. INTERIOR
3
2
3 AT EACH JOIST
16" o.c.
2
4
24" o.c.
15" o.c.
16" o.c. ALONG EACH EDGE
2
3
3
3
3
CONTINUOUS HEADER TO STUD, TOE NAIL
FLOOR TRUSSES TO PLATE, TOE NAIL + SIMPSON CLIPS
3
@ 6" o.c. AT EDGE @ 12" o.c. INTERIOR
24" o.c.
32" o.c. AT TOP AND BOTTOM AND STAGGERED 2 ENDS AT EACH END
8d COMMON
8d COMMON
16d COMMON
10d COMMON
16d COMMON
16d COMMON
8d COMMON
10d COMMON
10d COMMON
16d COMMON
16d COMMON
8d COMMON
8d COMMON
16d COMMON
16d COMMON
8d COMMON
10d COMMON
16d COMMON
20d COMMON
APPLICATION
1 1
/2"
12 Bars
HOOPS & TIES SEE SCHEDULE
1 1
/2"
16 Bars
1 1
/2"
8 Bars
1 1
/2"
4 Bars
WOOD NOTES
WOOD RAFTER, JOIST, AND STUD WALL NOTES:
SPECIFIC HANDLING AND ERECTION DETAILS OF TRUSSES SHALL BE INCLUDED WITH TRUSS ELEVATIONS AND PLANS.
ALL WOOD USED IN ROOF, FLOOR AND WALL FRAMING SHALL BE SOUTHERN YELLOW PINE NO. 2 AT 19% MOISTURE CONTENT. UNLESS NOTED OTHERWISE
ALL WOOD BEARING SHALL HAVE FULL CONTACT BETWEEN MEMBERS.
ALL WOOD FRAMING SHALL BE BUILT IN ACCORDANCE WITH AITC RECOMMENDATIONS.
UNLESS SHOWN OTHERWISE, ALL STEEL BEAMS CARRYING WOOD FRAME SHALL HAVE 2"x6" WOOD NAILER AT TOP FLANGE AND CONNECTED TO TOP FLANGE WITH ROUND CARRIAGE BOLTS AT 2'-0" o.c. (UNLESS NOTED OTHERWISE) STAGGERED.
FABRICATED WOOD TRUSSED RAFTER NOTES:
THE CONTRACTOR SHALL PREPARE, AND SUBMIT FOR REVIEW: CALCULATIONS AND SHOP AND ERECTION DRAWINGS FOR TRUSSED RAFTERS, BEARING THE SEAL OF A REGISTERED PROFESSIONAL ENGINEER VALID IN THE STATE IN WHICH THE PROJECT IS TO BE BUILT. SUBMITTAL SHALL BE IN ACCORDANCE WITH IBC SECTION 2303.4 TRUSSES. TRUSSES SHALL BE BRACED IN ACCORDANCE WITH BCS1 1-08, "THE GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING, AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES." AND RELATED SUMMARY SHEETS. AFTER REVIEW BY THE ENGINEER -OF- RECORD.
WOOD TRUSSED RAFTERS FOR FLOORS AND ROOF SHALL BE CONSTRUCTED OF SOUTHERN PINE, #2 OR BETTER. MINIMUM SIZE NOMINAL 2"x4".
TRUSS PLATES SHALL CONFORM TO ASTM A446, GRADE A, HOT-DIPPED GALVANIZED ACCORDING TO ASTM A525, COATING DESIGNATION G60 MINIMUM.
BOLTS SHALL CONFORM TO ASTM A307.
DESIGN, MANUFACTURE, BRACING AND ERECTION OF TRUSSED RAFTERS SHALL CONFORM TO TRUSSED PLATE INSTITUTE (TPI) RECOMMENDATIONS, MINIMUM.
DESIGN LOADS GIVEN IN DESIGN NOTES SHALL BE MINIMUM DESIGN LOADS FOR TRUSSED RAFTERS.
ANY WOOD IN CONTACT WITH CONCRETE AND MASONRY SHALL BE PRESSURE TREATED.
LET-IN WALL BRACING IS NOT ALLOWED.
ROOF TRUSSES SHALL BE DESIGNED FOR A DEAD LOAD OF SELF WEIGHT PLUS 20 PSF (10 PSF TOP CHORD AND 10 PSF BOTTOM CHORD).
WHERE OVERBUILD OCCURS ON ROOF TRUSSES, DESIGN TOP CHORD OF TRUSSES FOR AN ADDITIONAL 10 PSF.
SEE MECHANICAL DRAWINGS FOR EQUIPMENT WEIGHTS, LOCATIONS, AND ACCESS PATHS ON ROOF TRUSSES. IF EQUIPMENT WEIGHTS PLUS 30 PSF LIVE LOAD ARE MORE SEVERE THAN THE UNIFORM LIVE LOAD, USE THE WORST CASE LOAD FOR TRUSS DESIGN. DESIGN PITCHED ROOF TRUSSES FOR UNBALANCED SNOW LOADS PER BUILDING CODE OR LIVE LOADS NOTED WITH THE WORST CASE LOAD USED FOR THE DESIGN.
SPECIAL LOADS FROM MECHANICAL, PLUMBING, OR OTHER EQUIPMENT HAVE NOT BEEN CONSIDERED, AND SHALL BE COORDINATED BY THE TRUSS DESIGNER. TRUSSES SUPPORTING THESE SPECIAL LOADS SHALL BE DESIGNED FOR THESE LOADS IN ADDITION TO THE TYPICAL UNIFORM LOADS. UNIT WEIGHTS ARE SHOWN ON ROOF FRAMING PLAN.
CONCENTRATED LOADS SHALL BE SUPPORTED AT PANEL POINTS ONLY. ANY LOADS SUSPENDED FROM TRUSSES MUST BE APPLIED TO EACH TRUSS UNIFORMLY, SPACING OF HANGERS NOT TO EXCEED 2'-0" o.c. IN ANY DIRECTION.
MAXIMUM DEFLECTION OF TRUSSES SHALL BE L/240 FOR DL + LL, AND L360 FOR LL.
DO NOT CUT OR ALTER ANY PART OF ANY TRUSS MEMBER.
LVL NOTES:
ALL LVL MEMBERS SHALL BE 2.0E MICROLAM OR EQUIVILENT. FB = 2600 PSI, CP = 750 PSI, FV = 285 PSI, FT = 1555 PSA, FC = 2510 PSI, E = 2,000,000 PSI.
WOOD DECKING AND SHEATHING NOTES:
ALL WOOD PANELS FOR DECKING AND SHEATHING SHALL BE IDENTIFIED WITH THE APPROPRIATE TRADEMARK OF APA, AND SHALL MEET THE REQUIREMENTS OF THE LATEST EDITION OF VOLUNTARY PRODUCT STANDARD PS-1, VOLUNTARY PRODUCT STANDARD PS-2 OR APA PRP-108 PERFORMANCE STANDARDS.
ALL WOOD PANELS FOR ROOF DECKING AND OUTDOOR FLOOR DECKING SHALL BE APA RATED SHEATHING EXTERIOR OR APA RATED STRUCTURAL RATED SHEATHING EXTERIOR.
MINIMUM THICKNESS OF ROOF DECKING SHALL BE 1/2" UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 10d NAILS AT 6" O.C. ALONG THE SUPPORTED EDGE OF PANELS AND 12" O.C. AT INTERMEDIATE SUPPORTS. PROVIDE BLOCKING AT PANEL EDGES UNLESS NOTED OTHERWISE.
MINIMUM THICKNESS OF FLOOR DECKING SHALL BE 3/4" UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE SHALL 10d NAILS AT 6" O.C. ALONG THE SUPPORTED EDGE OF PANELS AND 12" o.c. AT INTERMEDIATE SUPPORTS. PROVIDE BLOCKING AT PANEL EDGES AS INDICATED ON THE PLAN.
ALL WOOD PANELS FOR FLOOR DECKING SHALL BE TONGUE AND GROOVE PLYWOOD. OSB IS NOT PERMITTED. FLOOR DECKING SHALL BE GLUED TO THE FRAMING AND IN THE TONGUE AND GROOVE JOINT IN ADDITION TO THE SPECIFIED NAILING PATTERN. ADHESIVES SHALL MEET ASTM D3498
ALL WOOD PANELS FOR WALL SHEATHING APA RATED SHEATHING EXPOSURE 1 OR BETTER. MINIMUM THICKNESS OF WALL SHEATHING SHALL BE 1/2" UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE SHALL 10d NAILS AT 6" o.c. ALONG THE SUPPORTED EDGE OF PANELS AND 12" o.c. AT INTERMEDIATE SUPPORTS.
FLOOR TRUSSES SHALL BE DESIGNED FOR A DEAD LOAD OF SELF WEIGHT PLUS 20 PSF (15 PSF TOP CHORD AND 5 PSF BOTTOM CHORD).
WHERE ATTACHED GYPSUM BOARD CEILINGS (I.E., ATTACHED DIRECTLY TO BOTTOM CHORD) OCCUR, THEY MAY BE CONSIDERED CAPABLE OF PROVIDING LATERAL SUPPORT TO TRUSS BOTTOM CHORD. WHERE NO CEILING OCCURS, TRUSS DESIGNER/SUPPLIER SHALL DETAIL AND FURNISH WIND UPLIFT BRIDGING.
TRUSS SUPPLIER SHALL SPECIFY AND PROVIDE ALL CONNECTION HARDWARE BETWEEN PREFABRICATED TRUSSES.
LOAD BEARING WALL STUDS SHALL NOT BE CUT TO INSTALL PLUMBING OR WIRING UNLESS METAL OR WOOD SIDE PIECES / PLATES ARE PROVIDED TO STRENGTHEN THE MEMBER.
STEEL STAIR AND ALL RAILING NOTES
SUBMIT COMPLETE ERECTION, FABRICATION DRAWINGS AND CALCULATIONS SIGNED AND SEALED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE IN WHICH THIS PROJECT IS BUILT WHICH ADDRESSES THE DESIGN FOR ALL STEEL STAIRS, GUARD RAILS AND HANDRAILS. DETAILS SHALL BE FURNISHED OF ALL STEEL STAIRS. ALLOW TEN (10) BUSINESS DAYS FOR REVIEW OF SUBMITTED STRUCTURAL DRAWINGS.
TREADS AND RISERS SHALL BE PREFORMED OF 14 GAUGE METAL. LANDING PAN SHALL BE 12 GAUGE MINIMUM.
STRINGERS, LANDING BEAMS, CLOSURE PLATES, STIFFENERS AND CONNECTION ANGLES SHALL BE OF SIZES DESIGNED BY THE STAIR PROVIDER AND SHALL RESIST A MINIMUM OF SELF WEIGHT OF STEEL, CONCRETE, ARCHITECTURAL FINISHES AND 100 PSF LIVE LOAD.
AT LOWEST LEVEL, STAIRS MAY BE SUPPORTED FROM POST BEARING ON A FOOTING, THICKENED SLAB, OR CONCRETE WALL PROVIDED SUPPORT BASE PLATE CAN REMAIN CONCEALED WITHIN ARCHITECTURAL ELEMENTS WITHOUT BEING EXPOSED.
INTERMEDIATE LANDINGS SHALL BE COMPRISED OF CHANNELS SPANNING BETWEEN SUPPORT STRINGERS SPACED AT A MAXIMUM OF 2'-0" o.c. MAX.
SEE ARCHITECTURAL DRAWINGS FOR ALL STAIR LAYOUTS, DIMENSIONS AND SECTIONS.
≤ 2'-0" 1 FLAT PLATE - 3-1/2" x 3/8"
LINTEL SIZE
NOTES:1. SEE SCHEDULE FOR STEEL GRADE AND STRENGTH2. ANGLES ARE FOR 4" BRICKWORK3. BEAR ALL LINTELS A MINIMUM OF 8" AT EACH END4. ANGLES SHALL BE PLACED SHORT LEG OUT (S.L.O.)5. FOR PAINTING OR GALVANIZING OF ANGLES, SEE ARCHITECT
2'-0" TO 5'-0"
SPAN
5'-0" TO 6'-0"
6'-0" TO 7'-0"
7'-0" TO 8'-0"
8'-0" TO 9'-0"
9'-0" TO 10'-0"
1 ANGLE - 3-1/2" x 3-1/2" x 5/16"
1 ANGLE - 4" x 3-1/2" x 5/16" S.L.O.
1 ANGLE - 5" x 3-1/2" x 5/16" S.L.O.
1 ANGLE - 5" x 3-1/2" x 3/8" S.L.O.
1 ANGLE - 6" x 3-1/2" x 3/8" S.L.O.
1 ANGLE - 8" x 4" x 7/16" S.L.O.
NON-LOAD-BEARING BRICK LINTEL SCHEDULE
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S0.02
Schedules
SPREAD FOOTING SCHEDULE
MARK LENGTH WIDTH THICKNESSBOTTOM
REINFORCEMENTTOP
REINFORCEMENT COUNT
F28 2' - 8" 2' - 8" 1' - 0" 3 #4 EA. WAY 5
F30 3' - 0" 3' - 0" 1' - 0" 4 #4 EA. WAY 1
F40 4' - 0" 4' - 0" 1' - 0" 5 #4 EA. WAY 8
F48 4' - 8" 4' - 8" 1' - 0" 6 #5 EA. WAY 4
F50 5' - 0" 5' - 0" 1' - 2" 6 #5 EA. WAY 2
F60 6' - 0" 6' - 0" 1' - 2" 7 #6 EA. WAY 11
F70 7' - 0" 7' - 0" 1' - 4" 8 #6 EA. WAY 4
F74 7' - 4" 7' - 4" 1' - 4" 8 #7 EA. WAY 1
CONCRETE PIER SCHEDULE
MARK SIZE (x,y)VERT. REINF. DOWELED FROM
FTG. HOOPS @ 12" o.c. TOP OF PIER ELEV. COUNT
CP12 12 x 12 4 #4 #3 0' - 0" 39
BASE PLATE SCHEDULE (36 KSI)MARK WIDTH LENGTH THICKNESS ANCHOR BOLTS LENGTH + HK. EMBEDMENT COUNT
BP12 12" 12" 3/4" BOLT : 3/4"Ø 1' - 2" 0' - 9" 27
BP14 14" 14" 1" BOLT : 1"Ø 1' - 2" 0' - 9" 9
3/4" = 1'-0"S0.02
Baseplate Types1
WALL FOOTING SCHEDULE
MARK WIDTH THICKNESSBOTTOM
REINFORCEMENTTRANSVERSE
REINFORCEMENT
WF20 2' - 0" 1' - 0" 2 #6 N/A
WF30 3' - 0" 1' - 0" 3 #6 N/A
WF35 3' - 6" 1' - 0" 3 #6 #4 @ 8"
WF40 4' - 0" 1' - 0" 4 #6 #4 @ 8"
WF45 4' - 6" 1' - 0" 4 #6 #4 @ 8"
SLAB AND DECK SCHEDULEMARK DESCRIPTION
BG-22" GW BAR GRATING TO SUPPORT A UNIFORMLIVE LOAD OF 125 PSF
PD-0.501/2" PLYWOOD DECK FASTENED WITH 10d NAILS AT 6" o.c. MAX. FLOOR DECK SPAN RATING48/24
PD-0.75+1.503/4" PLYWOOD DECK FASTENED WITH 10d NAILS AT 6" o.c. MAX. FLOOR DECK SPAN RATING48/24 WITH 1 1/2" GYPSUM CONCRETE TOPPING
SOG-5
5" CONCRETE SLAB ON A VAPOR RETARDER ON A GRAVEL BED OR SAND CUSHION ASRECOMMENDED BY THE GEOTECHNICAL REPORT. REINFORCE SLAB WITH WELDED WIREFABRIC 6/6-W2.9xW2.9 IN FLAT SHEETS. FINISH FLOOR SLAB ELEVATION SEE CIVIL FORDATUM
1/2" = 1'-0"S0.02
Typical Concrete Pier Cross-Sections2
1705.2 Steel Construction
1. Fabricator and erector documents (Verify reports and certificates as listed in AISC 360, chapter N, paragraph 3.2 for compliance with construction documents)
2. Material verification of structural steel
3. Embedments (Verify diameter, grade, type, length, embedment. See 1705.3 for anchors)
4. Verify member locations, braces, stiffeners, and application of joint details at each connection comply with construction documents
5. Structural steel welding:
a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-1)
b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-2)
c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-3)
d. Nondestructive testing (NDT) of welded joints: see Commentary
1) Complete penetration groove welds 5/16" or greater in risk category III or IV
2) Complete penetration groove welds 5/16" or greater in risk category II
3) Thermally cut surfaces of access holes when material t > 2"
4) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.1
5) Fabricator's NDT reports when fabricator performs NDT
6. Structural steel bolting:
a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in accordance with QA tasks listed in AISC 360, Table N5.6-1)
b.Inspection tasks during bolting (observe the QA tasks listed in AISC 360, Table N5.6-2)
1) Pre-tensioned and slip-critical joints
a) Turn-of-nut with matching markings
b) Direct tension indicator
c) Twist-off type tension control bolt
d) Turn-of-nut without matching markings
e) Calibrated wrench
2) Snug-tight joints
c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA tasks listed in AISC 360, Table N5.6-3)
7. Inspection of steel elements of composite construction prior to concrete placement in accordance with QA tasks listed in AISC 360, Table N6.1
MATERIAL / ACTIVITYSubmittal Review
Shop (3) and field inspection
Field inspection
Field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) or field ultrasonic testing - 100%
Shop (3) or field ultrasonic testing - 10% of welds minimum
Shop (3) or field magnetic Partical or Penetrant testing
Shop (3) or field radiographic or Ultrasonic testing
Verify reports
Shop (3) and field inspection
Shop (3) and field inspection and testing
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y
Y
Y
Y
Y
N
Y
N
N
N
N
Y
N
Y
Y
N
Y
N
N
Y/NEach submittal
Periodic
Periodic
Periodic - random selection of 25% of all frame joints.
Observe or Perform as noted (4)
Observe (4)
Observe or Perform as noted (4)
Periodic
Periodic
Periodic
Periodic
Each submittal (5)
Observe or Perform as noted (4)
Observe (4)
Periodic
Periodic - observe all connections; measure 10% of connections
Periodic - observe all connections
Continuous
Continuous
Periodic
Perform (4)
Observe or Perform as noted (4)
EXTENT1&2
1
1
1
1
1
1
1
1
1
1
1
AGENT*DATE
COMPLETED
Y
Y
1
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
1
1
1
1
1
1
1
1
1705.1.1 Special Cases
HY-150 (or equal epoxy system/anchor)
Kwik Bolt 3 (or equal wedge/expansion anchor system/anchor)
MATERIAL / ACTIVITYThe special inspector must record product description
(including product name), adhesive expiration date, concrete or masonry type and strength, anchor diameter and steel
grade, complience of drill bit with this report, hole diameter and location, cleanliness of hole and anchor adhesive
application, and anchor embedment. Additionally, the special inspector must state in the report supplied to the building
official whether the anchor installation is in accordance with the manufacturer's published instructions and this evaluation
report.
The special inspector must record product description (including product name), masonry type and condition, anchor type, diameter and steel grade, compliance of the drill bit with
this report, hole diameter and location; and anchor embedment. Additionally, the special inspector must state in the report supplied to the building official whether the anchor
installation is in accordance with the manufacturer's published instructions and this evaluation report.
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y/N
Continuous during the first 36-hour period of anchor installation for each anchor type (special inspector must be on site and observing
installation of operations while installations are taking place). Remaining anchor installations: periodic - random 25% of anchor
installation inspected. If any installations do not meet specifications, all anchors/installations will be inspected (anchors installed and remaining anchors to be installed). Inspections may require continuous inspection
if required by building official - special inspector to confirm prior to inspections.
EXTENT1
AGENT*DATE
COMPLETED
Y 1
Continuous during the first 36-hour period of anchor installation for each anchor type (special inspector must be on site and observing
installation of operations while installations are taking place). Remaining anchor installations: periodic - random 25% of anchor
installation inspected. If any installations do not meet specifications, all anchors/installations will be inspected (anchors installed and
remaining anchors to be installed). Inspections may require continuous inspection if required by building official - special
inspector to confirm prior to inspections.
1704.2.5 Inspection of Fabricators
Verify fabrication/quality control procedures
MATERIAL / ACTIVITYIn-plant review (3)
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y/N
Periodic - If fabricator is not AISC certified, (structural steel) or certified by the standard code/spec. for the fabricated assembly or material, special inspection required as indicated within structural
steel welding portion of this document or applicable code/specification. If fabricator is approved as specified in section 1704.2.5.2, fabricator inspection is not required. At completion of
fabrication, fabricator shall submit certificate of compliance to building official in accordance with Section 1704.2.5.2.
EXTENT1
AGENT*DATE
COMPLETED
1705.3 Concrete Construction
1. Inspection of reinforcing steel installation (see 1705.2.2 for welding)
2. Inspection of prestressing steel installation
3. Inspection of anchors cast in concrete where allowable loads have been increased per Section 1908.5 or where strength design is used
4. Inspection of anchors and reinforcing steel post-installed in hardened concrete: Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment and tightening torque5. Verify use of approved design mix
6. Fresh concrete sampling, perform slump and air content tests and determine temperature of concrete
7. Inspection of concrete and shotcrete placement for proper application techniques
8. Inspection for maintenance of specified curing temperature and techniques
9. Inspection of prestressed concrete:
a. Application of prestressing force
b. Grouting of bonded prestressing tendons in the seismic-force-resisting system
10. Erection of precast concrete members
a. Inspect in accordance with construction documents
b. Perform inspections of welding and bolting in accordance with Section 1705.2
11. Verification of in-situ concrete strength, prior to stressing of tendons in post tensioned concrete and prior to removal of shores and forms from beams and structural slabs
12. Inspection of formwork for shape, lines, location, and dimensions
13. Concrete strength testing and verification of compliance with construction documents
MATERIAL / ACTIVITY
Shop (3) and field inspection
Field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y
Y
Y
Y
N
N
Y
Y/NPeriodic - before each concrete pour of ftgs., walls, columns, and
elevated slabs with sufficient time allowed for inspection of completed installed reinforcing prior to pour.
Periodic - before each concrete pour of ftgs., walls, columns, and elevated slabs with sufficient time allowed for inspection of
completed installed reinforcing prior to pour.
Periodic
Periodic or as required by the research report issued by an approved source
Continuous - sample every 75 cubic yds or each day (whichever is more stringent) and each change in concrete strength.
Continuous
Periodic
In accordance with construction documents - 1) Sample grout: (3) test samples every day of masonry construction for first three days of masonry construction with additional (3) samples every 30 cubic yards placed/once per week/every 5000 SF of wall, whichever is
most stringent. 2) Inspect erection, bearing conditions and general conformance to erection drawings (2) times per week minimum.
In accordance with Section 1705.2 - (1) time per week minimum
Periodic - inspect prior to each concrete placement.
EXTENT1
1
1
1
1
1
1 & 2
AGENT*DATE
COMPLETEDShop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Shop (3) and field inspection
Field inspection
Field inspection
Field inspection
Review field testing and laboratory reports
Field testing and review of laboratory reports
N
Y Periodic
Continuous
Continuous
Periodic
Periodic - additional cylinder for 3-day/7-day tests (contractor's option) on time of testing with same sampling frequency as typical
fresh concrete sampling. Verify that adequate concrete strength has been obtained on concrete test cylinders.
1
N
N
N
Y
Y
Shop (3) and field inspection
1
1
1
1
1 & 2
1705.4 Masonry Construction (in accordance with TMS 402/ACI 530/ASCE 5 AND TMS 602/ACI 530.1/ASCE 6)
(A) Levels A, B, and C Quality Assurance:
1. Verify compliance with approved submittals
(B) Level B Quality Assurance:
1. Verification of f' and f' prior to construction
(C) Level C Quality Assurance:
1. Verification of f' and f' prior to construction and for every 5,000 SF during construction
2. Verification of proportions of materials in premixed or preblended mortar, prestressing grout, and grout other than self-consolidating grout, as delivered to the project site
3. Verify placement of masonry units
(D) Levels B and C Quality Assurance:
1. Verification of Slump Flow and Visual Stability Index (VSI) of self-consolidating grout as delivered to the project
2. Verify compliance with approved submittals
3. Verify proportions of site-mixed mortar, grout and prestressing grout for bonded tendons
4. Verify grade, type, and size of reinforcement and anchor bolts, and prestressing tendons and anchorages
5. Verify construction of mortar joints
6. Verify placement of reinforcement, connectors, and prestressing tendons and anchorages
7. Verify grout space prior to grouting
8. Verify placement of grout and prestressing grout for bonded tendons
9. Verify size and location of structural masonry elements
10. Verify type, size, and location of anchors, including details of anchorage of masonry to structural members, frames, or other construction.
12. Verify preparation, construction, and protection of masonry during cold weather (temperature below 40 degrees F) or hot weather (temperature above 90 degrees F)
13. Verify application and measurement of prestressing force
14. Verify placement of AAC masonry units and construction of thin-bed mortar joints (first 5000 SF of AAC masonry)
15. Verify placement of AAC masonry units and construction of thin-bed mortar joints (after the first 5000 SF of AAC masonry)
16. Verify properties of thin-bed mortar for AAC masonry (first 5000 SF of AAC masonry)
18. Prepare grout and mortar specimens
19. Observe preparation of prisms
MATERIAL / ACTIVITY
Field inspection
Testing by unit strength method or prism test method
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y
N
Y
Y
Y
N
N
Y/N
Periodic
Periodic
Periodic
Periodic - test one prior to construction of each building
Periodic - 1) for reinforcement and anchor bolts perform one inspection per day or every 5,000 square feet of wall area,
whichever is more restrictive 2) for prestressing tendons and anchorages verify one time at start of prestressing and one
additional verification every 2 weeks during prestressing
Periodic - one inspection per day or every 5,000 square feet of wall area, whichever is more restrictive
Continuous
EXTENT
1, 2, & 3
1
1
1
1
AGENT*DATE
COMPLETED
11. Verify welding of reinforcement (see 1705.2.2)
17. Verify properties of thin-bed mortar for AAC masonry (after the first 5000 SF of AAC masonry)
Testing by unit strength method or prism test method
Field inspection
Field inspection
Field testing
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field inspection
Field testing
N
N
Y
Y
Y
Y
Y
Y
Y
Y
N
N
N
Periodic
Continuous
Periodic
Continuous
Periodic - inspect at same intervals as mortar samples are taken for mortar testing
Level B - Periodic - one inspection per day or every 5,000 square feet of wall area, whichever is most restrictive
Level C - ContinuousN
Level C - ContinuousN
Level B - Periodic
Continuous
Level C - Continuous
N
Level B - Periodic - one inspection per day or every 5,000 square feet of wall area, whichever is most restrictive
N
Continuous
Periodic - one inspection per day or every 5,000 square feet of wall area, whichever is more restrictive
Continuous
Level C - ContinuousN
Level B - Periodic
Level C - ContinuousN
Level B - Periodic
Continuous
Level C - ContinuousN
Level B - Periodic
Level C - ContinuousN
Level B - PeriodicN
N
1
1
1
1
1
1
1
1
1
1
m AAC
m AAC1
1
1
1
1
1
1
1
1
1
1
1
*Inspection Agents
1. Special Inspector (TBD)
FIRM ADDRESS TELEPHONE NO.
5608 Battle Ridge Drive, Flowery Branch, GA 30542 (770) 614-61142. Structural Engineer (Walid A. Nannis, P.E., F.ASCE)
3. Architect (Tom E. Morgan R.A.)
4. Mech. & Plumbing
(678) 574-8762423 Fischor Trail, Ellijay, Georgia 30540
Notes:1. The inspection and testing agent(s) shall be engaged by the Owner or the Owner's Agent, and not by the Contractor or Subcontractor whose work is to
be inspected or tested. Any conflict of interest must be disclosed to the Building Official prior to commencing work. The qualifications of the Special Inspector(s) and/or testing agencies may be subject to the approval of the Building Official and/or the Design Professional.
2. The list of Special Inspectors may be submitted as a separate document, if noted so above.3. Special Inspections as required by Section 1704.2.5 are not required where the fabricator is approved in accordance with IBC Section 1704.2.5.24. Observe on a random basis, operations need not be delayed pending these inspections. Perform these tasks for each welded joint, bolted connection, or
steel element.5. NDT of welds completed in an approved fabricator's shop may be performed by that fabricator when approved by the AHJ. Refer to AISC 360, N7.6. For all other disciplines refer to relevant documents provided by the design professional.
(???) ???-??????
1705.6 Soils
1. Verify materials below shallow foundations are adequate to achieve the design bearing capacity.
2. Verify excavations are extended to proper depth and have reached proper material.
3. Perform classification and testing of controlled fill materials.
4. Verify use of proper materials, densities, and lift thicknesses during placement and compaction of controlled fill
5. Prior to placement of controlled fill, observe subgrade and verify that site has been prepared properly
MATERIAL / ACTIVITY
Field inspection
Field inspection
SERVICE
APPLICABLE TO THIS PROJECT
Y
Y
Y
Y/N
Periodic
Periodic
EXTENT1
1
1
AGENT*DATE
COMPLETED
Field inspection
Field inspection
Field inspection
Y
Y
Periodic
Periodic
Continuous
1
1
1705.11.1 Structural Steel Special Inspections for Seismic Resistance
Inspection of structural steel in accordance with AISC 341
MATERIAL / ACTIVITY SERVICE
APPLICABLE TO THIS PROJECT
Y
Y/N EXTENT1
AGENT*DATE
COMPLETEDShop (3) and field inspection In accordance with AISC 341
1705.12.2 Structural Steel Testing and Qualification for Seismic Resistance
Test in accordance with the quality assurance requirements of AISC 341
MATERIAL / ACTIVITY SERVICE
APPLICABLE TO THIS PROJECT
Y
Y/N EXTENT1
AGENT*DATE
COMPLETEDShop (3) and field testing Per AISC 341
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S0.03
Schedules -
Special
Inspections
SPECIAL INSPECTIONS SCHEDULES
Gridline Type Legend
NEW GRIDLINE
F.O. MASONRY GRIDLINE
FOUNDATION PLAN NOTES
FOOTING KEY
S
UNLESS NOTED OTHERWISE ON PLANS, TOP OF FOOTINGS AT ALL INTERIOR FOOTINGS SHALL BE [-2'-0"] BELOW FINISH FLOOR SLAB.
FOOTINGS HAVE NOT BEEN DROPPED FOR CIVIL,PLUMBING, OR ELECTRICAL LINES. SEE GENERAL NOTES FOR CRITERIA.
FOOTING MARK[ELEVATION]
CL. OF FOOTINGAND COLUMN
TUBE OR W-SECTION
BASE PLATE MARK
INDICATES THE AREA OF SLAB TO BE THICKENED TO 6". REINFORCE SLAB WITH WELDED WIRE FABRIC IN FLAT SHEETS 6x6-2.9xW2.9.
WHERE ROOF DRAIN PIPES ARE LOCATED OVER A COLUMN OR A WALL FOOTING, DROP TOP OF FOOTING TO [-2'-0"] BELOW FINISH FLOOR SLAB ELEVATION [0'-0"] AND PROVIDE A CONCRETE PIERAT COLUMN.
FOR ISOLATION JOINT AT COLUMN BASES, SEE TYPICAL DETAIL.
AT THE BASE OF ALL STAIRS, PROVIDE A THICKENED SLAB 10" THICK & 20" WIDE REINF. WITH 2 #5 CONT.
CONTRACTOR SHALL COORDINATE EXACT LOCATIONS OF ALL FLOOR JOINTS AND DUMMY JOINTS WITH THE ARCHITECTURAL JOINTS IN FINISHES. ALL FLOOR JOINTS SHOULD COINCIDEDIRECTLY UNDER A JOINT IN THE ARCHITECTURAL FINISH ABOVE. SEE ARCHITECTURAL DRAWINGS.
NOTE:
NOTE:
NOTE:
NOTE:
:
NOTE:
INDICATES A FLOOR JOINT. USE 24 GAUGE KEYED TYPE. DISCONTINUE MESH AT JOINT. SEE TYPICAL CONTROL JOINT DETAIL AND SPECIFICATIONS.
UNLESS NOTED OTHERWISE ON PLANS, TOP OF FOOTINGS AT ALL EXTERIOR FOOTINGS SHALL BE [-2'-0"] BELOW FINISH FLOOR SLAB.
ALL ELEVATIONS SHOWN ARE TOP OF FOOTING ELEVATION.
MAXIMUM EARTH DIFFERENTIAL WHEN BACKFILLING SHOULD NOT EXCEED 2'-0"
INDICATES ELEVATION OF FINISH FLOOR SLAB. SEE CIVIL DRAWINGS FOR DATUM.
INDICATES A STEP IN FOOTING. SEE GENERAL NOTES FOR CRITERIA.
NUMBER INSIDE OF BRACKETS INDICATES TOP OF FOOTING ELEVATION
NOTE:
NOTE:
NOTE:
NOTE:
[ ]:
F.J. :
[0'-0"]
SEE TYPICAL DETAIL AT BASE OF STEEL COLUMNS. WHERE CONCRETE PIERS ARE NOT SPECIFICALLY DETAILED, PROVIDE A PIER AS NOTED ON DETAIL.
NOTE:
D.J. : INDICATES A DUMMY JOINT IN THE SLAB ON GRADE. SEE TYPICAL DUMMY JOINT DETAIL.
: INDICATES TO SLOPE SLAB. SEE ARCHITECTURAL FOR AMOUNT OF SLOPE AND EXACT LOCATION.
GENERAL CONTRACTOR SHALL ENGAGE A SURVEYOR TO PROVIDE LOCATIONS OF ALL EXISTING UTILITES, TRENCHES, ETC. TO ENSURE THAT NEW FOUNDATIONS WILL NOT INTERFERE, UNDERMINE, OR BEAR ON EXISTING UTILITIES.
NOTE:
INDICATES 2#4 BARS 5'-0" LONG AT MID DEPTH OF SLAB ON GRADE.
NOTE "J":
ALL EXTERIOR WALLS SHALL BE EW1 TYPE. UNLESS NOTED OTHERWISE
NOTE:
ALL INTERIOR LOAD BEARING WALLS SHALL BE IW1 TYPE UNLESS NOTED OTHERWISE.
NOTE:
-5' - 0"
1 1.8 2 3 4.14 5 6 7 8 9 10 11 12 13 14 15 16 17
AA
A
B
B.7
C
D
E
E.2
F
E.8
F.1
5.8 6.8
7' -
5"
6' -
8"
14
' - 3
"7
' - 2
"5
' - 6
"7
"5
' - 1
"2
1' -
0"
1' -
5" 11
' - 7
"
BB
3' -
9"
2.5
26' - 2"
2' - 3 7/8"
8' - 11 3/8" 7' - 8 5/8" 12' - 8"
1' - 2"
11' - 6" 11' - 0"
1' - 8"
11' - 7"
1' - 1"
12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8" 12' - 8"
SOG-5
W8X18
1
S6.01
3
S6.012
S6.01
4
S6.01
5
S6.01
6
S6.01
7
S6.01
SOG-5
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J
.
F.J.
F.J.
F.J.
F.J.
F.J. F.J.
F.J.
F.J.
F.J.
F.J.
F.J.
F.J
.
F.J
.
D.J
.D
.J.
D.J
.D
.J.
D.J
.
D.J
.D
.J.
D.J
.D
.J.
D.J
.
D.J
.D
.J.
D.J
.D
.J.
D.J
.D
.J.
D.J
.D
.J.
F.J
.
D.J
.
D.J
.
D.J
.
D.J
.
D.J
.
D.J
.
D.J
.
D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J.
D.J.
D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J. D.J.
D.J. D.J. D.J. D.J.
D.J. D.J. D.J. D.J. D.J.
NOTE "J"
NOTE "J"
BP14
BP14
BP14 BP14
BP14
BP14BP12 BP12 BP12 BP12 BP12 BP12
BP12BP12BP12BP12
BP12
BP12
BP12BP12BP12BP12BP12
BP12 BP12 BP12 BP12
BP12BP12BP12BP12BP12
BP12
SW5ASW5A
SW6ASW4A
SW4A SW4A
SW4A
SW6
SW6A
SW4A
SW4A
SW3A
3
S6.01
Sim 3
S6.01
Sim
3
S6.01
Sim3
S6.01
Sim
3
S6.01
Sim
3
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
2
S6.01
Sim
5
S6.01
Sim
5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim
5
S6.01
Sim5
S6.01
Sim
5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim5
S6.01
Sim
5
S6.01
Sim
5
S6.01
Sim
7
S6.01
Sim
BP14 BP14 BP14
(5) 2x6
(5) 2x6
(3) 2x6
(3) 2x6
[-2' - 0"]F40
[-2' - 0"]F40
[-2' - 0"]F40
[-2' - 0"]F40
[-2' - 0"]F40
[-2' - 0"]F40 IW1A
IW1A
6x6
6x6
IW1AIW1AIW1AIW1AIW1AIW1A
IW1A
SW3A
SW3A
(2) 2x6
(2) 2x6
8
S6.01 S
S
S
S
-3' - 4"
-3' - 4"
[-2' - 0"]F28
[-2' - 0"]F28
[-2' - 0"]F28
[-2' - 0"]F48 [-2' - 0"]
F48[-2' - 0"]
F50[-2' - 0"]
F60[-2' - 0"]
F60[-2' - 0"]
F60
[-2' - 0"]F70
[-2' - 0"]F60
[-2' - 0"]F48[-2' - 0"]
F74[-2' - 0"]
F60[-2' - 0"]
F60[-2' - 0"]
F60[-2' - 0"]F70
[-2' - 0"]F60
SOG-5
[-2' - 0"]F70
[-2' - 0"]F60
[-2' - 0"]F60
[-2' - 0"]F60
[-2' - 0"]F30
[-2' - 0"]F28
[-2' - 0"]F28[-2' - 0"]
F40[-2' - 0"]
F40
[-2' - 0"]F50
[-2' - 0"]F70
[Varies]WF30
[Varies]WF45
[-2' -
0"]
WF
30
[-2' -
0"]
WF
30
[-2' -
0"]
WF
35
25
' - 6
"
11' - 0"
14
' - 8
"
[-2' -
0"]
WF
40
24' - 4"
CP12
CP12CP12
CP12
CP12
CP12 CP12
CP12
CP12CP12 CP12 CP12 CP12 CP12 CP12
CP12CP12CP12CP12CP12CP12CP12
SW3A
CP12CP12CP12CP12
CP12CP12
CP12
CP12 CP12 CP12
CP12CP12CP12CP12CP12
CP12CP12
(6) 2x6 (5) 2x6 (4) 2x6
(5) 2x6 (4) 2x6
(6) 2x6
(6) 2x6
(6) 2x6
H5
H5
H5
H4H4
H4
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S2.01
Foundation Plan
1" = 10'-0"S2.01
Foundation Plan1
R.D.
SLOPE
SLO
PE
SLO
PE
SLOPE
SLO
PE
R.D.
SLO
PE
Gridline Type Legend
NEW GRIDLINE
F.O. MASONRY GRIDLINE
FLOOR FRAMING PLAN NOTES
INDICATES THE DIRECTION THE DECK IS SPANNING.
CONTRACTOR COORDINATE LOCATION OF OPENINGS AND WEIGHTS OF MECHANICAL UNITS, AND KITCHEN HOOD EQUIPMENT WITH THE MECHANICAL AND KITCHEN DRAWINGS. IF WEIGHTS EXCEED WHAT IS SHOWN ON THESTRUCTURAL PLAN, THEN NOTIFY THE STRUCTURAL ENGINEER OF THE CHANGE PRIOR TO ANY DETAILING OR FABRICATION OF JOIST, DECK OR STEEL.
FOR FRAMING AROUND FLOOR OPENINGS, SEE "TYPICAL DETAIL OF FRAMING AROUND A FLOOR OPENING". COORDINATE WITH ARCHITECT ANDMECHANICAL/PLUMBING ENGINEER FOR EXACT DIMENSION AND LOCATION.
NOTE:
NOTE:
:
INDICATES LOW BEAM.
INDICATES HIGH BEAM.
INDICATES A SPLICE POINT, SEE DETAIL 4/S7.03
INDICATES EXTERIOR FACE OF BRICK
INDICATES FACE OF STUD
INDICATES "UNLESS NOTED OTHERWISE"
KEEP STRUCTURE GUYED AND BRACED UNTIL ALL MASONRY/CONCRETE SHEAR WALLS, DIAGONAL BRACES, MOMENT FRAMES, FRAMED FLOORS AND ROOF DECKS ARE IN PLACE.
F.O.S.: NOTE:
E.F.O.B. :
S.P. :
U.N.O. :
(H) :
(L) :
DIMENSION INSIDE OF BOX SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO DETAILING OR FABRICATION OF ANY MATERIAL.
INDICATES A TYPICAL MOMENT CONNECTION SEE DETAIL:
:
##
5 / S7.03
INDICATES TOP OF STEEL ELEVATION. TOP OF STEEL FOR FLOOR SUPPORT BEAMS SHALL BE 3" BELOW FFE
T/S :
FLOOR RAFTERS SHALL BE 2x12'S @ 1'-4" O.C. UNLESS NOTED OTHERWISE.
NOTE:
ALL EXTERIOR WALLS SHALL BE EW1 TYPE UNLESS NOTED OTHERWISE.
NOTE:
PROVIDE (3) 2X6 STUDS WITHIN WALL AT ALL BEARING POINTS FOR WOOD BEAM SUPPORT UNLESS NOTED OTHERWISE.
NOTE:
INDICATES TOP OF ROOF DECK.TOD :
ALL INTERIOR LOAD BEARING WALLS SHALL BE IW1 TYPE UNLESS NOTED OTHERWISE.
NOTE:
1
1
1.8
1.8
2
2
3
3
4.1
4.1
4
4
5
5
6
6
7
7
8
8
9
9
10
10
11
11
12
12
13
13
14
14
15
15
16
16
17
17
AAAA
AA
BB
B.7B.7
C
C
DD
EE
E.2E.2
FF
E.8E.8
F.1F.1
5.8
5.8
6.8
6.8
BB
2.5
S5.02
1
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
W14X
22
W12X
14
W10X12 W10X12
W21X
62
W21X
55
W21X
55
W21X
55
W10X12 W10X12
W18X
40
W16X
31
W16X
31
W16X
31
W10X22W10X22W10X22W10X22
W10X22 W10X22 W10X22 W10X22
W10X
12
W24X
68
W18X
76
W16X
67
W16X
67
W16X
67
W24X55W24X55
HS
S18X
6X
1/4
HS
S10X
6X
1/4
12' - 2 1/4" FFE
W8X18
PD
-0.7
5+
1.5
0
2x1
2 @
1'-0
" o
.c.
2x1
2 @
8"
o.c
.
2x1
2 @
1'-0
" O
.C.
W10X22
2' -
0"
4' -
0"
W10X22
4' -
0"
W21X
44
W24X
76
W24X
55
3' -
0"
2' - 6"
S.P.
S.P
.
S.P
.
S.P
.
S.P
.
S.P
. S.P
.
S.P
.
S.P
.
S.P
.
S.P
.
(3)
1.7
5x14 L
VL
(3)
1.7
5x9.2
5
(3)
2x10
8x8
W10X22 W10X22 W10X22
2x1
2 @
1'-4
" o
.c.
(2) 2x12(2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12
(2) 2x12
(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12
(7) 2x6
3
S6.06
1
S6.06
2
S6.06
HS
S18X
6X
1/4
t/s 1
1' -
0 1
/2"
HSS18X6X1/4 (SFRS)
t/s 11' - 0 1/2"
HSS18X6X1/4 (SFRS)
t/s 11' - 0 1/2"
HS
S18X
6X
1/4
t/s 1
1' -
0 1
/2" 6
S6.06
10' - 4 1/4" TOD
HS
S12X
6X
1/4
(S
FR
S)
t/s 1
4' -
6 1
/2"
HSS12X6X1/4 (SFRS) t/s 14' - 6 1/2"
HS
S12X
6X
1/4
(S
FR
S)
t/s 1
4' -
6 1
/2"
HSS12X6X1/4 (SFRS)
t/s 14' - 6 1/2"
SW6A
SW6
SW4A
SW4A SW4ASW4A
SW5ASW5A
SW3A
SW6ASW4A
SW4A
SW3A
SW5
HSS12X6X1/4
t/s 14' - 6 1/2"
HSS12X6X1/4
t/s 14' - 6 1/2"
HS
S12X
6X
1/4
t/s 1
4' -
6 1
/2"
HSS12X6X1/4 (SFRS)
t/s 14' - 6 1/2"
HS
S12X
6X
1/4
(S
FR
S)
t/s 1
4' -
6 1
/2"
4
S6.06
5
S6.06
PD
-0.5
0
2x12
HS
S12X
6X
1/4
t/s 1
4' -
6 1
/2"
HS
S12X
6X
1/4
(S
FR
S)
t/s 1
4' -
6 1
/2"
BEAM SECTION
2X4
2X6
SIMPSON TYPE BEAM HANGER
@ BEAM @ POST
2X12
(2) 2X8
HU24TF
WOOD BEAM HANGER SCHEDULE
2X8
2X10
(2) 2X10
(2) 2X12
(3) 2X8
(3) 2X10
(3) 2X12
JB26
JB28
JB210A
JB212A
HUS28-2TF
HUS210-2TF
HUS212-2TF
N/A
HU210-3TF
HU212-3TF
N/A
N/A
LUC26Z
LUC210Z
HUC210-3
HUSC28-2
HUSC210-2
HUSC212-2
HUC26-3
HUC210-3
HUC212-3
@ CMU
N/A
WM26
WM28
WM210
WM12
WM28-2
WM210-2
WM212-2
LGUM26-3-SDS
LGUM28-3-SDS
LGUM210-3-SDS
(3) 1.75X14 HGUM5.25-SDSN/A N/A
(3) 1.75X16 HGUM5.25-SDSN/A N/A
(3) 1.75X18 HGUM5.25-SDSN/A N/A
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S2.02
Second Floor
Framing Plan
1/8" = 1'-0"S2.02
Second Floor Framing Plan1
SLO
PE
SLO
PE
R.D.
SLO
PE
2
2
3
3
4
4
5
5
6
6
7
7
8
8
9
9
10
10
11
11
12
12
13
13
14
14
15
15
16
16
17
17
AAAA
AA
BB
CC
D
D
FF
BB
2.5
(3)
1.7
5x18 L
VL
(3)
1.7
5x16
(3)
1.7
5x11.2
5
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
2x12
(3)
1.7
5x11.2
5
22' - 4" FFE
S8X18.4
PD
-0.7
5+
1.5
0
2x1
2 @
1'-0
" o
.c.
2X
12@
8"
O.C
.
2x1
2@
1'-0
" O
.C.
2X
12@
1'-4"
O.C
.
(2) 2x12(2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12 (2) 2x12
(2) 2x12
(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12 (2) 2x12 2x12(2) 2x12(2) 2x12(2) 2x12(2) 2x12
1
S6.02
2
S6.02
3
S6.02
4
S6.02
6
S6.02
5
S6.02
8x8
SW3A
SW4A
SW4A SW6A
SW3A
SW5A
SW6A
SW6
SW4A SW4A SW4A SW4A
(5) 2x6
7
S6.02
8
S6.02
9
S6.02
10
S6.02
4
S6.02
Sim4
S6.02
Sim
4
S6.02
Sim4
S6.02
Sim
9
S6.02
Sim
9
S6.02
Sim
4
S6.02
Sim
4
S6.02
Sim
4
S6.02
Sim
6
S6.02
Sim
6
S6.02
Sim
6
S6.02
Sim
6
S6.02
Sim
1
S6.02
Sim 1
S6.02
Sim
1
S6.02
Sim
1
S6.02
Sim
1
S6.02
Sim
3
S6.02
Sim
3
S6.02
Sim
Gridline Type Legend
NEW GRIDLINE
F.O. MASONRY GRIDLINE
FLOOR FRAMING PLAN NOTES
INDICATES THE DIRECTION THE DECK IS SPANNING.
CONTRACTOR COORDINATE LOCATION OF OPENINGS AND WEIGHTS OF MECHANICAL UNITS, AND KITCHEN HOOD EQUIPMENT WITH THE MECHANICAL AND KITCHEN DRAWINGS. IF WEIGHTS EXCEED WHAT IS SHOWN ON THESTRUCTURAL PLAN, THEN NOTIFY THE STRUCTURAL ENGINEER OF THE CHANGE PRIOR TO ANY DETAILING OR FABRICATION OF JOIST, DECK OR STEEL.
FOR FRAMING AROUND FLOOR OPENINGS, SEE "TYPICAL DETAIL OF FRAMING AROUND A FLOOR OPENING". COORDINATE WITH ARCHITECT ANDMECHANICAL/PLUMBING ENGINEER FOR EXACT DIMENSION AND LOCATION.
NOTE:
NOTE:
:
INDICATES LOW BEAM.
INDICATES HIGH BEAM.
INDICATES A SPLICE POINT, SEE DETAIL 4/S7.03
INDICATES EXTERIOR FACE OF BRICK
INDICATES FACE OF STUD
INDICATES "UNLESS NOTED OTHERWISE"
KEEP STRUCTURE GUYED AND BRACED UNTIL ALL MASONRY/CONCRETE SHEAR WALLS, DIAGONAL BRACES, MOMENT FRAMES, FRAMED FLOORS AND ROOF DECKS ARE IN PLACE.
F.O.S.: NOTE:
E.F.O.B. :
S.P. :
U.N.O. :
(H) :
(L) :
DIMENSION INSIDE OF BOX SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO DETAILING OR FABRICATION OF ANY MATERIAL.
INDICATES A TYPICAL MOMENT CONNECTION SEE DETAIL:
:
##
5 / S7.03
INDICATES TOP OF STEEL ELEVATION. TOP OF STEEL FOR FLOOR SUPPORT BEAMS SHALL BE 3" BELOW FFE
T/S :
FLOOR RAFTERS SHALL BE 2x12'S @ 1'-4" O.C. UNLESS NOTED OTHERWISE.
NOTE:
ALL EXTERIOR WALLS SHALL BE EW1 TYPE UNLESS NOTED OTHERWISE.
NOTE:
PROVIDE (3) 2X6 STUDS WITHIN WALL AT ALL BEARING POINTS FOR WOOD BEAM SUPPORT UNLESS NOTED OTHERWISE.
NOTE:
INDICATES TOP OF ROOF DECK.TOD :
ALL INTERIOR LOAD BEARING WALLS SHALL BE IW1 TYPE UNLESS NOTED OTHERWISE.
NOTE:
BEAM SECTION
2X4
2X6
SIMPSON TYPE BEAM HANGER
@ BEAM @ POST
2X12
(2) 2X8
HU24TF
WOOD BEAM HANGER SCHEDULE
2X8
2X10
(2) 2X10
(2) 2X12
(3) 2X8
(3) 2X10
(3) 2X12
JB26
JB28
JB210A
JB212A
HUS28-2TF
HUS210-2TF
HUS212-2TF
N/A
HU210-3TF
HU212-3TF
N/A
N/A
LUC26Z
LUC210Z
HUC210-3
HUSC28-2
HUSC210-2
HUSC212-2
HUC26-3
HUC210-3
HUC212-3
@ CMU
N/A
WM26
WM28
WM210
WM12
WM28-2
WM210-2
WM212-2
LGUM26-3-SDS
LGUM28-3-SDS
LGUM210-3-SDS
(3) 1.75X14 HGUM5.25-SDSN/A N/A
(3) 1.75X16 HGUM5.25-SDSN/A N/A
(3) 1.75X18 HGUM5.25-SDSN/A N/A
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S2.03
Typical Floor
Framing Plan
1/8" = 1'-0"S2.03
Typical Floor Framing Plan1
Gridline Type Legend
NEW GRIDLINE
F.O. MASONRY GRIDLINE
ROOF FRAMING PLAN NOTES
INDICATES A MASONRY SHEAR WALL.(MSW) :
±FORCE(KIPS)
CONTRACTOR COORDINATE LOCATION OF OPENINGS AND WEIGHTS OF MECHANICAL UNITS, WITH THE MECHANICAL DRAWINGS. IF WEIGHTSEXCEED WHAT IS SHOWN ON THE STRUCTURAL PLAN, THEN NOTIFY THE STRUCTURAL ENGINEER OF THE CHANGE PRIOR TO ANY DETAILING OR FABRICATION OF JOIST, DECK OR STEEL.
WHERE TUBE FRAME MEMBERS CONNECT TO COLUMNS, PROVIDE A WELDED CONNECTION ALL AROUND FROM TUBE TO COLUMN, TYP.
FOR FRAMING AROUND ROOF HATCH, PROVIDE CHANNEL FRAMING AS SHOWN ON THE TYPICAL DETAIL FOR FRAMING AROUND MECHANICAL UNITS. (UNLESS NOTED OTHERWISE)
SEE ARCHITECT AND PLUMBING DRAWINGS FOR LOCATIONS OF ROOF DRAINS. ROOF IS DESIGNED FOR A MAXIMUM DEPTH OF 4" OF WATER AT ANY LOCATION OF THE ROOF. WATER SHALL BE RELIEVED BY EITHER SCUPPERS OR AN INDEPENDENT EMERGENCY OVERFLOW DRAIN AT THE 4" LEVEL.
FOR FRAMING AROUND THE PERIMETER OFA MECHANICAL UNIT, SEE TYPICAL DETAIL:
INDICATES THE DIRECTION THE DECK IS SPANNING.
KEEP STRUCTURE GUYED AND BRACED UNTIL ALL MASONRY/CONCRETE SHEAR WALLS, DIAGONAL BRACES, MOMENT FRAMES, FRAMED FLOORS AND ROOF DECKS ARE IN PLACE.
INDICATES A BEAM SPLICE POINT, SEE TYPICAL SPLICE POINT DETAIL.
NOTE:
NOTE :
NOTE:
NOTE:
:
NOTE:
NOTE:
S.P. :
INDICATES HIGH BEAM.
INDICATES LOW BEAM.
(H) :
(L) :
INDICATES DIMENSION INSIDE OF BOX SHALL BE VERIFIED WITH THE ARCHITECT PRIOR TO DETAILING OR FABRICATION.
##:
INDICATES TOP OF PARAPET.(T.O.P.) :
INDICATES TOP OF STEEL BEAM REFERENCED FROM ELEVATION [0'-0"].
T/S :
INDICATES COLLECTOR ELEMENT FORCE IN JOIST OR BEAM.
INDICATES A MOMENT CONNECTION AT EACH END OF BEAM TO COLUMN. SEE TYPICAL DETAIL FOR FULL PENETRATION WELD OF FLANGES AT EACH END.
- / ---
INDICATES TOP OF ROOF DECK.TOD :
BEAM SECTION
2X4
2X6
SIMPSON TYPE BEAM HANGER
@ BEAM @ POST
2X12
(2) 2X8
HU24TF
WOOD BEAM HANGER SCHEDULE
2X8
2X10
(2) 2X10
(2) 2X12
(3) 2X8
(3) 2X10
(3) 2X12
JB26
JB28
JB210A
JB212A
HUS28-2TF
HUS210-2TF
HUS212-2TF
N/A
HU210-3TF
HU212-3TF
N/A
N/A
LUC26Z
LUC210Z
HUC210-3
HUSC28-2
HUSC210-2
HUSC212-2
HUC26-3
HUC210-3
HUC212-3
@ CMU
N/A
WM26
WM28
WM210
WM12
WM28-2
WM210-2
WM212-2
LGUM26-3-SDS
LGUM28-3-SDS
LGUM210-3-SDS
(3) 1.75X14 HGUM5.25-SDSN/A N/A
(3) 1.75X16 HGUM5.25-SDSN/A N/A
(3) 1.75X18 HGUM5.25-SDSN/A N/A
1
1
1.8
1.8
2
2
3
3
4.1
4.1
4
4
5
5
6
6
7
7
8
8
9
9
10
10
11
11
12
12
13
13
14
14
15
15
16
16
17
17
AAAA
AA
BB
B.7B.7
CC
DD
EE
E.2E.2
FF
E.8E.8
F.1F.1
5.8
5.8
6.8
6.8
4
S6.04
BB
2.5S5.02
1
(3)
1.7
5x14 L
VL
6
S6.04
PD
-0.5
0
PD-0.50
PD-0.50
PD-0.50
2x1
2@
1'-0
" o
.c.
2x8
@ 2
'-0
" o
.c.
2x8
@ 2
'-0
" o
.c.
PRESS PLATE TRUSSES @ 2'-0" o.c.
PRESS PLATE TRUSSES @ 2'-0" o.c.
3
S6.04
2
S6.04
S5.02
2
1
S6.04
MAU2 OPER WT 2000 #'s
1
S6.03
2
S6.03
MAU1 OPER WT 2000 #'s
4
S6.038x8 8x8 8x8
8x8
8x8
8x88x8
8x8
8x82x8@2'-0" o.c.
8x88x88x8
8x8
8x8
8x8
8x88x88x8
45' - 3 1/4" TOD
42' - 6" TOD
5
S6.04
3
S6.03
1
S6.05
2
S6.05
3
S6.05
4
S6.05
5
S6.05
PD
-0.5
0
2x1
2 @
1'4
" o.c
.
(3)
1.7
5x18 L
VL
5
S6.03
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
DOUBLE SHEAR TRUSS ?? K AXIAL LOAD
2X8@2'-0" O.C.
4
S6.04
Sim4
S6.04
Sim
4
S6.04
Sim4
S6.04
Sim4
S6.04
Sim
6
S6.04
Sim
6
S6.04
Sim
4
S6.04
Sim6
S6.04
Sim
6
S6.04
Sim
3
S6.04
Sim
3
S6.04
Sim
2
S6.04
Sim
2
S6.04
Sim
5
S6.03
Sim5
S6.03
Sim5
S6.03
Sim5
S6.03
Sim5
S6.03
Sim
2
S6.05
Sim
2
S6.05
Sim
1.8 2 3
AA
A
B
B.7
BB
2.5
6
S6.04
1
S6.04
54' - 6" TOD
47' - 10" TOD
3
S6.03
4
S6.05
5
S6.05
PD
-0.5
0
PD
-0.5
0
2X
8 @
2'-0
" O
.C.
2x1
0@
1'-4
" o
.c.
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S2.04
Roof Framing
Plan
1/8" = 1'-0"S2.04
Roof Framing Plan1
1/8" = 1'-0"S2.04
Lantern Roof2
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S4.10
Exterior
Axonometrics
NOTE: AXONOMETRIC VIEWS ARE SHOWN
FOR VISUAL REFERENCE ONLY AND MAY NOT ACCURATELY REPRESENT ACTUAL
DESIGN OR DIMENSIONS. USE ONLY IN
CONJUNCTION WITH PLANS, DETAILS, AND SECTIONS.
S4.10
3D Axon 11
S4.10
3D Axon 22
2 3 16 17
B
C
D
E
2.5
S5.01 1
S5.01 2
S5.013
S5.01
4
S5.01
5
S5.01 6 S5.017
S5.01
8
S5.01
9
8W5/48
VERTICAL REINFORCEMENT SIZE
VERTICAL REINFORCEMENT SPACING (IN INCHES)
WALL THICKNESS (IN INCHES)
CMU WALL TYPE KEY
IN ADDITION TO THE VERTICAL SPACING INDICATED, PROVIDE VERTICAL REINFORCEMENT AT EACH SIDE OF A MASONRY CONTROL JOINT, AT ENDS OF WALLS, AT CORNERS, INTERSECTIONS, AND JAMBS OF ALL OPENINGS. REINFORCEMENT SHALL BE CENTERED IN MASONRY WALL AND EXTENDED FROM FOUNDATION TO HIGHEST EXTENT OF WALL/PARAPET. SEE TYPICAL MASONRY WALL DETAILS FOR ADDITIONAL HORIZONTAL REINFORCEMENT.WALLS NOT IDENTIFIED ON PLAN OR ELEVATION SHALL BE REINFORCED AS NOTED ABOVE AND AT 40" o.c. MAX.SEE MASONRY PIER SCHEDULE FOR ADDITIONAL REINFORCEMENT AT JAMBS FOR LARGER OPENINGS.UNLESS NOTED OTHERWISE, MAXIMUM CONTROL JOINT SPACING SHALL BE 32'-0" o.c. AND 16'-0" FROM CORNERS. ALL HORIZONTAL REINFORCING SHALL BE DISCONTINUED AT WALL CONTROL JOINTS. VERTICAL WALL CONTROL JOINTS SHALL BE LOCATED AT EACH FLOOR JOINT (MINIMUM). COORDINATE LOCATIONS WITH ARCHITECTURAL DRAWINGS.UNLESS NOTED OTHERWISE, PROVIDE LINTELS AT ALL MASONRY OPENINGS PER MASONRY LINTEL SCHEDULE.UNLESS NOTED OTHERWISE, PROVIDE (2) CELLS GROUTED AND REINFORCED WITH (1) #5 VERTICAL AT ALL OPENINGS IN EXTERIOR WALLS GREATER THAN 10'-0" WIDE. HOOK REINFORCEMENT INTO PARAPET BOND BEAM.
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
B
8W5/40
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
B
8W5/40
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
8W5/16
8W5/16
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
1.8 2 32.5
8W5/40
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
1.823 2.5
8W5/16
8W5/32
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
D
8W5/32
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
E
8W5/32
8W5/325/16
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
17
8W5/32
8W5/32
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
1617
8W5/40
8" CMU LINTEL
SPAN SIZE REINFORCEMENT 0 to 4'-0" 8" x 8" 2 #5 BOTT. 4'-1" to 8'-0" 8" x 16" 2 #5 BOTT. 8'-1" to 10'-0" 8" x 24" 2 #5 BOTT. & 2 #4 TOP10'-1" to 12'-0" 8" x 32" 2 #6 BOTT. & 2 #5 TOP12'-1" to 14'-0" 8" x 40" 2 #6 BOTT. & 2 #5 TOP
NOTE: LINTEL SIZE IN PARENTHESIS ( ) SHALL HAVE #3 DOUBLE TIES VERTICAL AT 8" o.c. MAX.NOTE: BEAR LINTELS A MINIMUM OF 8" AT EACH END OF OPENING.
MASONRY LINTEL SCHEDULE
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S5.01
Elevations -
Masonry Walls
1/16" = 1'-0"S5.01
Masonry Key Plan10
1/8" = 1'-0"S5.01
West Stairwell Wall1
1/8" = 1'-0"S5.01
West Elevator Wall2
1/8" = 1'-0"S5.01
East Elevator Wall3
1/8" = 1'-0"S5.01
South Elevator Wall4
1/8" = 1'-0"S5.01
North Elevator Wall5
1/8" = 1'-0"S5.01
West Stairwell Wall6
1/8" = 1'-0"S5.01
East Stairwell Wall7
1/8" = 1'-0"S5.01
South Stairwell Wall8
1/8" = 1'-0"S5.01
North Stairwell Wall9
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
1.8 2 3 4 5 6 7 8 13 14 15 16 172.5
Lantern Roof54' - 6"
5
S6.05
SW3
SW4ASW4A SW4A SW4A SW4A SW3A SW3A
SW6ASW6ASW6A
H3 H3
CP12 CP12 CP12 CP12 CP12 CP12 CP12 CP12
H3 H3
H3
H3
H3 H3
H1
H1
H1
H1
H1
H1 H1
H1
H1
H1
H1
H1
H1 H1
H1
H1
H1
H1
H1
H1 H1
H2 H2
H2 H2
H2
H2 H2
H2
H2 H2
H2
H2
H3
H3 H3
H3
H3
H3 H3
H3 H3
H3
H3
H3 H3
H3 H3
H3
H3
H3 H3H2
H2
SW3A
H2
H2
H2
H2
H2
H2
CP12 CP12
Foundation0' - 0"
Roof42' - 6"
Floor Plan 432' - 4 1/4"
Floor Plan 322' - 2 1/2"
Floor Plan 212' - 0 3/4"
Parapet45' - 5"
1.8234.1 4567891011121314151617 5.86.8
W24X55 W24X55
SW3A SW3A SW3ASW3ASW3A SW5A SW5ASW5A
SW5SW5 SW5
SW5A SW5ASW5A
CP12 CP12 CP12 CP12 CP12 CP12 CP12 CP12 CP12 CP12
H3 H3
H3
H3
H3
H3
H3
H3
H3 H3
CP12 CP12 CP12 CP12 CP12
H4
H4
H4
H4
H4
CP12
H4
H3
H3
H3
H3
H3
H3
H3
H3 H3
H3
H3
H3
H3
H3
H3
H3
H3 H3
H3
H3
H3
H3
H3
H3
H3
H3 H3
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H4
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
H3
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S5.02
Elevations -
Wood Shear
Walls
WALL SCHEDULE
MARK WIDTH MATERIAL SHEATHING FASTENERSFASTENERSPACING
TYP. STUDSPACING
1ST FLOORSTUD
SPACING BLOCKEDSOLE PLATE
CONNECTORSTYPICAL HOLDOWN
(U.N.O)
EW1 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 6" 2x6 @ 16" o.c. 2x6 @ 12" o.c. N 1/2" BOLT @ 6'-6" O.C. N/A
IW1 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM BOTH SIDES NO. 6 SCREWS 8/12 2x6 @ 16" o.c. 2x6 @ 16" o.c. N 1/2" BOLT @ 6'-6" O.C. N/A
IW1A 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM BOTH SIDES NO. 6 SCREWS 8/12 2x6 @ 16" o.c. 2x6 @ 12" o.c. N 1/2" BOLT @ 6'-6" O.C. N/A
SW3 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 6" 2x6 @ 16" o.c. 2x6 @ 16" o.c. N 1/2" BOLT @ 2'-9" O.C. HTT4 (H2)
SW3A 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 6" 2x6 @ 16" o.c. 2x6 @ 12" o.c. N 1/2" BOLT @ 2'-9" O.C. HTT5 (H3)
SW4A 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 6" 2x6 @ 16" o.c. 2x6 @ 12" o.c. Y 1/2" BOLT @ 1'-8" O.C. HTT5 (H3)
SW5 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 4" 2x6 @ 16" o.c. 2x6 @ 16" o.c. Y 1/2" BOLT @ 1'-0" O.C. HDQ8-SDS3 (H4)
SW5A 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 4" 2x6 @ 16" o.c. 2x6 @ 12" o.c. Y 1/2" BOLT @ 1'-0" O.C. HDQ8-SDS3 (H4)
SW6 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 3" 2x6 @ 16" o.c. 2x6 @ 16" o.c. Y 1/2" BOLT @ 10" O.C. HHDQ11-SDS2.5 (H5)
SW6A 0' - 6 1/2" Wood - Stud Layer 1/2" GYPSUM ONE SIDE, 15/32" OSB ONE SIDE 10D NAILS 3" 2x6 @ 16" o.c. 2x6 @ 12" o.c. Y 1/2" BOLT @ 10" O.C. HTT5 (H3)
1/8" = 1'-0"S5.02
South Elevation1
1/8" = 1'-0"S5.02
North Elevation2
Foundation0' - 0"
2 32.5
SEE PLAN FOR TOP OF FOOTING ELEVATION
8"
8"
1' -
2"
SEE PLAN
8"
8"
SEE PLAN
CENTERLINE OF CMU WALL
SC
HE
DU
LE
SE
E F
OO
TIN
G
SEE ARCH FOR BRICK VENEER
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
CO
RR
DIN
AT
E W
/ E
LE
VA
TO
R M
AN
UF
.
5' -
0"
SEE TYPICAL ELEVATOR SECTION FOR WALL REINFORCING
1/2" FIBER EXPANSION JOINT
3"
CLR
DOWEL W/ STD HK, SAME SIZE AND SPACING AS CMU WALL VERTICAL REINFORCING
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
DOUBLE WIDE JOINT REINFORCEMENT TO TIE WYTHES TOGETHER
BOND BEAM REINF W/ #4 CONT
BOND BEAM REINF W. 2#3 BARS W/ STD HK. PER CMU TYPICAL DETAIL
GROUT SOLID ALL SPACES BELOW GRADE
LA
P L
EN
GT
H
SC
HE
DU
LE
D C
MU
LA
P L
EN
GT
H
SC
HE
DU
LE
D C
MU
EW1 BRICK BACKING WALL, SEE WALL SCHEDULE
PT SOLE PLATE , SEE WALL SCHEDULE FOR BOLT SIZE AND SPACING
COORDINATE W/ ELEVATOR MANUFACTURER
6' - 11 3/4"
EQ EQ
SCHEDULED WIDTH
SEE SCHEDULE FOR FOOTING REINF.
1"
CLR
3"
CLR
#5 @1' - 0"#5 @1' - 1"
#5 @9" #5 @1' - 0"
Foundation0' - 0"
F
COLUMN LINE COINCIDES WITH WOOD FRAMED WALL CENTERLINE AND CMU FOUNDATION WALL BEYOND
SEE ARCH
SEE PLAN FOR TOP OF FOOTING ELEVATION
SEE ARCH FOR BRICK VENEER
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
1/2" FIBER EXPANSION JOINT
#5 DOWEL W/ STD HK @ 4'-0" O.C.
6" BOND BEAM REINF W. 2#6 CONT. THROUGH ALL CONCRETE PIERS
GROUT SOLID ALL SPACES BELOW GRADE
8" BOND BEAM REINF W. 2#6 CONT. THROUGH ALL CONCRETE PIERS
PT SOLE PLATE , SEE WALL SCHEDULE FOR BOLT SIZE AND SPACING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING
DE
PT
HS
CH
ED
ULE
D
SCHEDULED WIDTH
SEE FTG SCHEDULE FOR REINF.
3"
CLR
Foundation0' - 0"
SEE ARCH
CENTERLINE OF EXTERIOR WOOD FRAMED WALL AND CMU FOUNDATION WALL BELOW
4" MIN
SEE PLAN FOR TOP OF FOOTING ELEVATION
EDGE OF FOOTING BEYOND BRICK BUMPOUT EQ EQ
SCHEDULE
SEE FOOTING
SC
HE
DU
LE
SE
E F
OO
TIN
G
SEE ARCH FOR BRICK VENEER
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
#5 DOWEL W/ STD HK @ 4'-0" O.C.
3"
CLR
1/2" FIBER EXPANSION JOINT
DOUBLE WIDE JOINT REINFORCEMENT TO TIE WYTHES TOGETHER
BOND BEAM REINF W/ #4 CONT
6" BOND BEAM REINF W. 2#6CONT. THROUGH ALL CONCRETE PIERS
GROUT SOLID ALL SPACES BELOW GRADE
8" BOND BEAM REINF W. 2#6 CONT. THROUGH ALL CONCRETE PIERS
EW1 BRICK BACKING WALL, SEE WALL SCHEDULE
PT SOLE PLATE , SEE WALL SCHEDULE FOR BOLT SIZE AND SPACING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING
SEE FTG SCHEDULE FOR REINFORCEMENT
Foundation0' - 0"
17
CMU WALL CENTERLINE
SEE PLAN FOR TOP OF FOOTING ELEVATION
SEE ARCH FOR BRICK VENEER
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
DOWEL W/ STD HK, SAME SIZE AND SPACING AS CMU WALL VERTICAL REINFORCING
1/2" FIBER EXPANSION JOINT
BOND BEAM REINF W. 2#3 BARS W/ STD HK. PER CMU TYPICAL DETAIL
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
GROUT SOLID ALL SPACES BELOW GRADE
LA
P L
EN
GT
H
SC
HE
DU
LE
D C
MU
1' -
0"
3"
CLR
1"
CLR
#5 @1' - 2"
#5 @1' - 2"
#5 @1' - 0"
#5 @1' - 0"
Foundation0' - 0"
8
COLUMN LINE COINCIDES WITH WOOD FRAMED WALL CENTERLINE AND CMU FOUNDATION WALL BELOW
SEE PLAN FOR TOP OF FOOTING ELEVATION
EQ EQ
SCHEDULE
SEE FOOTING
SC
HE
DU
LE
SE
E F
OO
TIN
G
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
1/2" FIBER EXPANSION JOINT
#5 DOWEL W/ STD HK @ 4'-0" O.C.
3"
CLR
6" BOND BEAM REINF W. 1#4 CONT.
8" BOND BEAM REINF W. 1#4 CONT.
GROUT SOLID ALL SPACES BELOW GRADE
PT SOLE PLATE , SEE WALL SCHEDULE FOR BOLT SIZE AND SPACING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING
SEE FTG SCHEDULE FOR REINF
Foundation0' - 0"
D
COLUMN LINE COINCIDES WITH WOOD FRAMED WALL CENTERLINE AND CMU FOUNDATION WALL BELOW
SEE PLAN FOR TOP OF FOOTING ELEVATION
CENTERLINE OF CMU WALL
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
DOWEL W/ STD HK, SAME SIZE AND SPACING AS CMU WALL VERTICAL REINFORCING
1/2" FIBER EXPANSION JOINT
DOUBLE WIDE JOINT REINFORCEMENT TO TIE WYTHES TOGETHER
6" BOND BEAM REINF W/ #4 CONT
BOND BEAM REINF W. 2#3 BARS W/ STD HK. PER CMU TYPICAL DETAIL
GROUT SOLID ALL SPACES BELOW GRADE
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
LA
P L
EN
GT
H
SC
HE
DU
LE
D C
MU
PT SOLE PLATE , SEE WALL SCHEDULE FOR BOLT SIZE AND SPACING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING
1' -
0"
3"
CLR
#5 @1' - 2"
#5 @1' - 2"
#5 @1' - 0"
#5 @1' - 0"
Foundation0' - 0"
CMU CENTERLINE
SEE PLAN FOR TOP OF FOOTING ELEVATION
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
DOWEL W/ STD HK, SAME SIZE AND SPACING AS CMU WALL VERTICAL REINFORCING
1/2" FIBER EXPANSION JOINT
BOND BEAM REINF W. 2#3 BARS W/ STD HK. PER CMU TYPICAL DETAIL
GROUT SOLID ALL SPACES BELOW GRADE
LA
P L
EN
GT
H
SC
HE
DU
LE
D C
MU
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
1' -
0"
3"
CLR
1"
CLR
Foundation0' - 0"
SEE PLAN FOR TOP OF FOOTING ELEVATION
SCHEDULED WIDTH
DE
PT
H
SC
HE
DU
LE
D
EQ EQ
CMU CENTERLINE
SEE SLAB SCHEDULE FOR SLAB THICKNESS AND REINFORCING
DOWEL W/ STD HK, SAME SIZE AND SPACING AS CMU WALL VERTICAL REINFORCING
1/2" FIBER EXPANSION JOINT
BOND BEAM REINF W. 2#3 BARS W/ STD HK. PER CMU TYPICAL DETAIL
GROUT SOLID ALL SPACES BELOW GRADE
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
3"
SEE SCHEDULE FOR REINF.
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.01
Foundation
Sections
3/4" = 1'-0"S6.01
Elevator Pit Section1
3/4" = 1'-0"S6.01
Exterior Wall Section2
3/4" = 1'-0"S6.01
Exterior Wall Section @ Brick Bumpout3
3/4" = 1'-0"S6.01
Exterior CMU Wall Section4
3/4" = 1'-0"S6.01
Interior Load Bearing Wall Section5
3/4" = 1'-0"S6.01
Interior CMU Wall Section6
3/4" = 1'-0"S6.01
Interior CMU Wall Section7
3/4" = 1'-0"S6.01
Interior CMU Wall Section8
Floor Plan 322' - 2 1/2"
SEE ARCH
SEE ARCH FOR BRICK VENEER
S7.044
Sim
SEE PLAN FOR AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
Floor Plan 322' - 2 1/2"
2 32.5
1 1
/2"
TO
FIN
ISH
ED
FL
OO
R
COORDINATE W/ ELEVATOR MANUFACTURER
6' - 11 3/4"
SEE ARCH FOR BRICK VENEER
S7.047
Sim
SEE WALL ELEVATIONS FOR VERTICAL REINFORCING SIZE AND SPACING SEE WALL ELEVATIONS AND LINTEL SCHEDULE FOR LINTEL SIZE AND SPACING
2#5 CONT AT FLOOR LEVEL
SEE TYPICAL CMU DETAIL FOR INTERMEDIATE BOND BEAMS
2" CONCRETE TOPPING ON STAIR LANDINGS
STAIR AND LANDING FRAMING BY SPECIALTY ENGINEER, SEE STAIR NOTES S0.02
CONNECTION TO CMU WALL BY SPECIALTY ENGINEER
ELEVATOR SILL ANGLE, L4x4x3/8 CONTINUOUS ANCHORED TO CMU WITH 3/4" Ø EXPANSION ANCHORS AT 18" o.c. MAX.(GENERAL CONTRACTOR COORDINATE WITH ELEVATOR MANUFACTURER)
2"
EW1 BRICK BACKING WALL, SEE WALL SCHEDULE
SEE ARCH
S7.045
Sim
SINGLE SOLE PLATE NAILED TO RIMBOARD W/ 16 D NAILS @ 6" O.C.
(2) 5X5X1/4 ANGLE 6" LONG SANDWICHING STUD W/ 1/2" THRU BOLT FASTENED TO CMU WITH 1/2" EXPANSION ANCHOR@ 4'-0" O.C.
Floor Plan 322' - 2 1/2"
2
S7.043
Sim
SEE PLAN FOR AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
Floor Plan 322' - 2 1/2"
F
SEE ARCH
S7.045
Sim
SEE ARCH FOR BRICK VENEER SEE PLAN FOR AND WALL
SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
Floor Plan 322' - 2 1/2"
F
S7.042
Sim
SEE PLAN FOR AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
Floor Plan 322' - 2 1/2"
1617
S7.047
Sim
SEE WALL ELEVATIONS FOR REINFORCMENT SIZE AND SPACING
2#5 CONT AT STAIR LANDING ELEVATION
2" CONCRETE TOPPING ON STAIR LANDINGS
SEE PLAN FOR JOIST SIZE AND SPACING
STAIR AND LANDING FRAMING BY SPECIALTY ENGINEER, SEE STAIR NOTES S0.02
CONNECTION TO CMU WALL BY SPECIALTY ENGINEER
Floor Plan 322' - 2 1/2"
D
S7.042
SimS7.04
8Sim
2#5 CONT AT FLOOR LEVEL
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
2" CONCRETE TOPPING ON STAIR LANDINGS
SEE PLAN FOR AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
STAIR AND LANDING FRAMING BY SPECIALTY ENGINEER, SEE STAIR NOTES S0.02
CONNECTION TO CMU WALL BY SPECIALTY ENGINEER
Floor Plan 322' - 2 1/2"
13
S7.046
Sim
SEE PLAN FOR AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
Floor Plan 322' - 2 1/2"
A
SEE ARCH
SEE ARCH FOR BRICK VENEER
S7.042
Sim
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR JOIST SIZE AND SPACING
EW1 BRICK BACKING WALL, DELETE INTERIOR SHEATHING SEE WALL SCHEDULE
SINGLE SOLE PLATE
EXTEND FLOOR DECKING TO OUTSIDE
PROVIDE SHEATHING AS SPECIFIED IN WALL SCHEDULE
S7.045
Sim
Floor Plan 322' - 2 1/2"
S7.048
Sim
2" CONCRETE TOPPING ON STAIR LANDINGS
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
SEE PLAN FOR JOIST SIZE AND SPACING
STAIR AND LANDING FRAMING BY SPECIALTY ENGINEER, SEE STAIR NOTES S0.02
CONNECTION TO CMU WALL BY SPECIALTY ENGINEER
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.02
Wall Sections
3/4" = 1'-0"S6.02
Exterior Wall Section w/ Brick1
3/4" = 1'-0"S6.02
Elevator Shaft Section2
3/4" = 1'-0"S6.02
Exterior Wall Section3
3/4" = 1'-0"S6.02
Exterior Wall Section w/ Brick4
3/4" = 1'-0"S6.02
Exterior Wall Section6
3/4" = 1'-0"S6.02
Stairwell Section5
3/4" = 1'-0"S6.02
Stairwell Section7
3/4" = 1'-0"S6.02
Interior Load Besaring Wall8
3/4" = 1'-0"S6.02
Exterior Wall Section @ Brick Bumpout9
3/4" = 1'-0"S6.02
Stairwell Section10
Roof42' - 6"
D
COORD WITH MANUFACTURER
ROOF HATCH OPENING
SEE ARCH FOR SLOPE IN ROOF
S7.049
Sim
S7.049
Sim
SEE ARCH FOR CEILING
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTERS
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
DOUBLE TOP PLATE
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
SEE JOIST HANGER SCHEDULE
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
3 1
/2"
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
Roof42' - 6"
Parapet45' - 5"
1617
CORRDINATE W/ MANUFACTURER
ROOF HATCH OPENING
1' -
3"
4' -
8"
S7.049
Sim
S7.049
Sim SEE ARCH FOR CEILING
2X6 SOLE PLATE
STUD WALL 2X6 @ 16" O.C. SHEATHED W/ OSB EACH SIDE
DOUBLE 2X6 TOP PLATE CONTINUOUS W/ STUD WALL BEYOND
SEE PLAN FOR ROOF DECK
SEE PLAN FOR RAFTER SIZE AND SPACING
MECHANICAL SCREEN WALL BY OTHERS
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
Parapet45' - 5"
BBB
Lantern Roof54' - 6"
SEE ARCHW
/ E
LE
VA
TO
R M
AN
UF
CO
OR
D
2' -
6"
1 3
/4"
SEE ARCH FOR VENEER
S7.049
Sim
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
S7.042
Sim
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR FLOOR DECK
SEE PLAN FOR RAFTER SIZE AND SPACINGTRIPLE JOIST UNDER WALL
SINGLE 2x SOLE PLATE
SE
E A
RC
H F
OR
WIN
DO
W O
PE
NIN
G
S7.065
Sim
DOUBLE TOP PLATE
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
S7.065
Sim
DOUBLE TOP PLATE
TRIPLE JOIST UNDER WALL
SINGLE 2x SOLE PLATE
ELEVATOR HOIST BEAM, SEE PLAN
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
Roof42' - 6"
C D
SEE ARCH FOR SLOPE IN ROOF
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
S7.065
Sim
DOUBLE 2X TOP PLATE
SEE HURRICANE ANCHOR SCHEDULE
SEE ARCH FOR CEILING
PRESS PLATE TRUSSES, SEE PLAN FOR LAYOUT, PROVIDE NOTCHED 2x6 END POST AS SHOWN
2X CONT IN NOTCH
SEE PLAN FOR RAFTER SIZE AND SPACING
SEE HANGER SCHEDULE FOR JOIST HANGER
Roof42' - 6"
7
SEE ARCH FOR CEILING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
DOUBLE TOP PLATE
EXTEND SHEARWALL SHEATHING UP TO DECK
DRAG STRUT PRESS PLATE TRUSSES, SEE PLAN FOR AXIAL LOAD
SEE PLAN FOR ROOF DECK
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.03
Wall Sections
3/4" = 1'-0"S6.03
Stairwell Section2
3/4" = 1'-0"S6.03
Stairwell Section1
3/4" = 1'-0"S6.03
Lantern Section3
3/4" = 1'-0"S6.03
Hallway Section4
3/4" = 1'-0"S6.03
Shear Wall Drag Strut Section5
Roof42' - 6"
Parapet45' - 5"
2 3
Lantern Roof54' - 6"
2' -
6"
1 3
/4"
SEE ARCH
SE
E A
RC
H F
OR
WIN
DO
W O
PE
NIN
G
SEE ARCH FOR VENEER
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN FOR FLOOR DECK
SEE PLAN FOR RAFTER SIZE AND SPACING
SINGLE 2x SOLE PLATE
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
S7.043
Sim
S7.065
SimS7.06
5Sim
2X BLOCKING BETWEEN JOIST
2x RIM BOARD
S7.043
Sim
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF BEAM
SEE SCHEDULE FOR BEAM HANGER
Roof42' - 6"
Parapet45' - 5"
2 32.5
2"
MIN
.
MA
NU
FA
CT
UR
ER
CO
OR
DIN
AT
E W
/ E
LE
VA
ST
OR
1 3
/4"
SEE ARCH
SE
E A
RC
H
S7.049
Sim
S7.049
Sim
S7.049
Sim
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
2#5 CONT AT ROOF LEVEL
2#5 CONT AT ROOF LEVEL
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
SEE JOIST HANGER SCHEDULE
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
SEE JOIST HANGER SCHEDULE
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
EW1 BRICK BACKING WALL, DELETE INTERIOR SHEATHING SEE WALL SCHEDULE
DOUBLE TOP PLATE, EXTEND ROOF SHEATHING OVER BACK UP WALL
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
SEE TYPICAL CMU DETAIL FOR INTERMEDIATE BOND BEAMS
ELEVATOR HOIST BEAM, SEE PLAN
4
S7.02
Sim
Roof42' - 6"
Parapet45' - 5"
2
DOUBLE 2X TOP PLATE
1/2" OSB
ROOF DECKING, SEE PLAN AND SCHEDULE FOR THICKNESS AND FASTENING
PRESS PLATE TRUSSES, SEE PLAN FOR LAYOUT
2X BLOCKING, EACH SPACE
2X6 NAILER FASTENED TO EACH STUD W/ (2) 16D NAILS
SEE ARCH FOR CEILING WHERE BOTTOM CHORD IS NOT SHEATHED PROVIDE BRIDGING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
Roof42' - 6"
Parapet45' - 5"
2
SEE ARCH
SE
E A
RC
H
SEE ARCH FOR BRICK VENEER
DOUBLE 2X TOP PLATE
1/2" OSB
ROOF DECKING, SEE PLAN AND SCHEDULE FOR THICKNESS AND FASTENING
PRESS PLATE TRUSSES, SEE PLAN FOR LAYOUT
2X BLOCKING, EACH SPACE
2X6 NAILER FASTENED TO EACH STUD W/ (2) 16D NAILS
SEE ARCH FOR CEILING WHERE BOTTOM CHORD IS NOT SHEATHED PROVIDE BRIDGING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
Roof42' - 6"
Parapet45' - 5"
F
SEE ARCH FOR SLOPE
SEE ARCH FOR BRICK VENEER
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
DOUBLE TOP PLATE
SEE ARCH FOR CEILING WHERE BOTTOM CHORD IS NOT SHEATHED PROVIDE BRIDGING
HURRICAN ANCHOR @ EACH END OF EACH TRUSS, SEE SCHEDULE
SEE PLAN FOR PRESSPLATE TRUSS LAYOUTEXTEND END VERTICAL OF
PRESSPLATE TRUSS TO FORM PARAPET
MINIMUM OF (2) 2x CONT. TOP PLATE
1/2" OSB
SEE PLAN AND SCHEDULE FOR DECKING THICKNESS AND FASTENING
2X8 BLOCKING BETWEEN EACH TRUSS, SEE DECK NAILING SCHEDULE FOR DECK FASTENING TO BLOCKING
SIMPSON CS22 STRAP CONT. ALONG TOP OF DECK ABOVE BLOCKING
OSB SHEATHING TO EXTEND TO TOP OF PARAPET USING SPECIFIED NAILING PATTERN
EW1 BRICK BACKING WALL, SEE WALL SCHEDULE
Roof42' - 6"
Parapet45' - 5"
F
SEE ARCH FOR SLOPE
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
DOUBLE TOP PLATE
SEE ARCH FOR CEILING WHERE BOTTOM CHORD IS NOT SHEATHED PROVIDE BRIDGING
HURRICAN ANCHOR @ EACH END OF EACH TRUSS, SEE SCHEDULE
SEE PLAN FOR PRESSPLATE TRUSS LAYOUTEXTEND END VERTICAL OF
PRESSPLATE TRUSS TO FORM PARAPET
MINIMUM OF (2) 2x CONT. TOP PLATE
1/2" OSB
SEE PLAN AND SCHEDULE FOR DECKING THICKNESS AND FASTENING
2X8 BLOCKING BETWEEN EACH TRUSS, SEE DECK NAILING SCHEDULE FOR DECK FASTENING TO BLOCKING
SIMPSON CS22 STRAP CONT. ALONG TOP OF DECK ABOVE BLOCKING
OSB SHEATHING TO EXTEND TO TOP OF PARAPET USING SPECIFIED NAILING PATTERN
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.04
Wall Sections
3/4" = 1'-0"S6.04
Lantern Section1
3/4" = 1'-0"S6.04
Elevator Shaft Section6
3/4" = 1'-0"S6.04
Roof Section2
3/4" = 1'-0"S6.04
Roof Section3
3/4" = 1'-0"S6.04
Roof Section4
3/4" = 1'-0"S6.04
Roof Section5
Roof42' - 6"
4' -
8"
1' -
3"
MECHANICAL SCREEN WALL BY OTHERS
SEE ARCH FOR SHEATHING
8X8 WOOD SUPPORT POST, SEE PLAN FOR LOCATION
SEE PLAN FOR ROOF DECK
PRESSPLATE ROOF TRUSSES, SEE PLAN FOR LAYOUT
PROVIDE 2x8 TOP AND BOTTOM CHORD FOR SCREENWALL SUPPORT TRUSSES
PRESS PLATE TRUSS LOADING NOTES.
VERTICAL 500# DEAD LOADMOMENT AT ROOF DECK 6550 FT # WIND LOADSHEAR AT ROOF DECK 2180 # WIND LOAD
1" DIA BOLT AT MID HEIGHT OF TOP AND BOTTOM CHORD
2x4 BLOCKING AT POST
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
2X4 DIAGONAL
Roof42' - 6"
4' -
8"
1' -
3"
SEE ARCH FOR ROOF SLOPE
MECHANICAL SCREEN WALL BY OTHERS
SEE ARCH FOR SHEATHING
8X8 WOOD SUPPORT POST, SEE PLAN FOR LOCATION
SEE PLAN FOR ROOF DECKPROVIDE 2x8 TOP AND BOTTOM CHORD FOR SCREENWALL SUPPORT TRUSSES
PRESS PLATE TRUSS LOADING NOTES.
VERTICAL 500# DEAD LOADMOMENT AT ROOF DECK 6550 FT # WIND LOADSHEAR AT ROOF DECK 2180 # WIND LOAD
1" DIA BOLT AT MID HEIGHT OF TOP AND BOTTOM CHORD
2x4 BLOCKING AT POST
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
Roof42' - 6"
C D
4' -
8"
1' -
3" SEE ARCH FOR
ROOF SLOPE
MECHANICAL SCREEN WALL BY OTHERS
SEE ARCH FOR CEILING
NOTE:SEE HALLWAY SECTION FOR OTHER NOTES
1" DIA BOLT AT MID HEIGHT OF 2X8
(2) 2x8 ONE EACH SIDE OF POST
2x4 BLOCKING AT POST
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
SIMPSON CS22 STRAP ALONG 2X4 BLOCKING
8X8 WOOD SUPPORT POST, SEE PLAN FOR LOCATION
1
S6.05
Sim
Roof42' - 6"
2"
MIN
.
MA
NU
FA
CT
UR
ER
CO
OR
DIN
AT
E W
/ E
LE
VA
TO
R
SEE ARCH FOR CEILING
S7.049
Sim
2#5 CONT AT ROOF LEVEL
SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
SEE JOIST HANGER SCHEDULE
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
4
S7.02
Sim
ELEVATOR HOIST BEAM, SEE PLAN
Parapet45' - 5"
B
Lantern Roof54' - 6"
1 3
/4"
SE
E A
RC
H F
OR
WIN
DO
W O
PE
NIN
GS
S7.049
Sim SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
TRIPLE JOIST UNDER WALL
SINGLE 2x SOLE PLATE
DOUBLE TOP PLATE
SEE PLAN FOR ROOF DECK
SEE PLAN FOR ROOF RAFTER SIZE AND SPACING
SEE PLAN FOR ROOF DECK
S7.065
Sim
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.05
Wall Sections
3/4" = 1'-0"S6.05
Mechanical Screen1
3/4" = 1'-0"S6.05
Mechanical Screen2
3/4" = 1'-0"S6.05
Mechanical Screen3
3/4" = 1'-0"S6.05
Elevator Shaft Section4
3/4" = 1'-0"S6.05
Lantern Section5
Floor Plan 212' - 0 3/4"
FF.1
11' - 0 1/2"
1 1
/4"
SEE ARCH
SEE ARCH
SEE ARCH FOR BRICK VENEER
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING SEE PLAN AND DECK SCHEDULE FOR
FLOOR DECK
S7.031
Sim
DOUBLE BOTTOM PLATE
DOUBLE TOP PLATE
SEE ARCH FOR CEILING
S7.065
Sim
2X12 @ 1'-0" O.C TRELLIS MEMBERS
FASTEN NAILER TO STEEL BEAM WITHTB145S @ 12"o.c. MAX. SELF-TAPPING SCREWBY SIMPSON OR APPROVED ALTERNATE
1/4" PLATE CONT AT TRELLIS
3/16" 2"@12T & B
Floor Plan 212' - 0 3/4"
FF.1
SEE ARCH
SEE ARCH FOR CEILINGSEE ARCH FOR BRICK VENEER
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING SEE PLAN AND DECK SCHEDULE FOR
FLOOR DECK
S7.031
Sim
DOUBLE BOTTOM PLATE
DOUBLE TOP PLATE
S7.065
Sim
FASTEN NAILER TO STEEL BEAM WITHTB145S @ 12"o.c. MAX. SELF-TAPPING SCREWBY SIMPSON OR APPROVED ALTERNATE
SEE PLAN FOR RAFTER SIZE AND SPACING
SEE PLAN FOR ROOF DECK
SEE ARCH FOR CEILING
SEE LINTEL SCHEDULE
5.86.8
FASTEN NAILER TO STEEL BEAM WITHTB145S @ 12"o.c. MAX. SELF-TAPPING SCREWBY SIMPSON OR APPROVED ALTERNATE
SEE PLAN FOR RAFTER SIZE AND SPACING
SEE PLAN FOR ROOF DECK2X12 @ 1'-0" O.C TRELLIS MEMBERS
SEE ARCH FOR CEILING
SEE BEAM HANGER SCHEDULE FOR JOIST HANGER
Floor Plan 212' - 0 3/4"
Canopy14' - 8"
1 1.8 2
SEE ARCH
SEE ARCH FOR BRICK VENEER
FASTEN NAILER TO STEEL BEAM WITHTB145S @ 12"o.c. MAX. SELF-TAPPING SCREWBY SIMPSON OR APPROVED ALTERNATE
2X12 @ 1'-0" O.C TRELLIS MEMBERS
2X12 @ 1'-0" O.C TRELLIS MEMBERS
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
SEE PLAN AND DECK SCHEDULE FOR FLOOR DECK
S7.043
Sim
SEE ARCH FOR CEILING
SEE PLAN FOR HEADER
8X4X3/8 ANGLE (LLV)
Canopy14' - 8"
B.7 E.2
5 3/4"5 3/4"
1' -
3 1
/2"
2' -
1 1
/2"
SEE PLAN FOR RAFTER SIZE AND SPACING
SEE PLAN FOR ROOF DECK2X6 STUDS @ 2'-0" O.C.
DOUBLE TOP PLATE1/2" OSB SHEATHING
FASTEN EACH 2X6 STUD TO OUTRIGGER END W/ (4) 16D NAILS
2x BLOCKING BETWEEN EACH OUTRIGGER
H3 HURRICANE TIE @ EACH OUTRIGGER
DOUBLE BOTTOM PLATE
3X3X3/16 ANGLE CONT
H2.5 HURRICANE TIE @ 4'-0" O.C. FASTEND TO ANGLE W/
2x12 OUTRIGGER @ 2'-0" O.C.
SEE HANGER SCHEDULE FASTEN NAILER TO STEEL BEAM
WITH TB145S @ 12"o.c. MAX. SELF-TAPPING SCREW BY SIMPSON OR APPROVED ALTERNATE
2X12 @ 1'-0" O.C TRELLIS MEMBERS
S7.065
Sim
S7.065
Sim
Floor Plan 212' - 0 3/4"
Canopy14' - 8"
Entrance9' - 10 1/2"
1 1.8 2
1' - 3"1' - 6"
9 5/8"
SEE ARCH5 3/4"
2' -
1 1
/2"
1' -
3 1
/2"
SEE ARCH FOR CEILING
SEE ARCH FOR BRICK VENEER
2X6 STUDS @ 2'-0" O.C.
DOUBLE TOP PLATE1/2" OSB SHEATHING
FASTEN EACH 2X6 STUD TO RAFTER END W/ (4) 16D NAILS
2x BLOCKING BETWEEN EACH RAFTER
S7.031
Sim
H3 HURRICANE TIE @ EACH RAFTER
2x BLOCKING BETWEEN EACH RAFTER
S7.031
Sim
H3 HURRICANE TIE @ EACH RAFTER
2x BLOCKING BETWEEN EACH RAFTER
S7.031
Sim
H3 HURRICANE TIE @ EACH RAFTER
2x RIMBOARD
DOUBLE BOTTOM PLATE
3X3X3/16 ANGLE CONT
H2.5 HURRICANE TIE @ 4'-0" O.C. FASTEND TO ANGLE W/
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING
S7.043
Sim
SEE PLAN FOR HEADER SIZE
PD-0.50
SEE 1/S7.03 FOR NAILER
SEE PLAN FOR RAFTER SIZE AND SPACING
SEE PLAN AND DECK SCHEDULE FOR FLOOR DECK
SEE PLAN FOR ROOF DECK
S6.067
C10X15.3 W10X12 C10X15.3
SEE LINTEL SCHEDULE
Entrance9' - 10 1/2"
1.8 2
C10X15.3C10X15.3W10X12
HSS8X8X1/4
W10X12 W10X12
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S6.06
Canopy Sections
3/4" = 1'-0"S6.06
Trellis Section1
3/4" = 1'-0"S6.06
Trellis Section2
3/4" = 1'-0"S6.06
Trellis Section6
3/4" = 1'-0"S6.06
Trellis Section4
3/4" = 1'-0"S6.06
Entrance Section5
3/4" = 1'-0"S6.06
Entrance Section3
3/4" = 1'-0"S6.06
Entrance Connection7
CCO
PYRIG
HT 2
000 N
ANNIS
AND A
SSO
CIA
TES,
INC.
3"
3"
DE
PT
H
SIZE AND REINFORCING
SEE SCHEDULE FOR FOOTING
VA
RIE
S
8"
3"
4"
1 1
/2"2"
1 1
/2"
.
SDT. HK.
SIZE AND REINFORCING
SEE SCHEDULE FOR FOOTING
3" 3"
3"
DE
PT
H
2" MIN.
5/16"
BASEPLATE
THICKNESSGREATERTHAN 3/4"
1/4"
BASEPLATETHICKNESSLESS THAN
3/4"SEE COLUMN SCHEDULE MIN. 9" EMBEDMENT EXCEPT AT DIAGONAL BRACES
BASE PLATE SEE SCHEDULE
ISOLATION JOINT
+-2
'-0
"
TYPICAL DETAIL OF STEEL COLUMN AND FOOTING WHERE FOOTING IS
UP TO 2'-0" BELOW FLOOR
TYPICAL DETAIL OF STEEL COLUMN, PIER AND FOOTING WHERE FOOTINGS ARE
MORE THAN 2'-0" BELOW FLOOR
SEE PLAN FOR TOP EL. OF FOOTING
3# 3 TIES IN TOP 5"
LENGTH OF BASE PLATE +2", x WIDTH OF BASE PLATE + 2" PIER REINF. WITH 4#8 VERT. U.N.O.
#3 HOOPS @ 12" o.c. MAX.
SEE COLUMN SCHEDULE. MIN. 9" EMBEDMENT EXCEPT AT DIAGONAL BRACES
BASE PLATE SEE SCHEDULE
ISOLATION JOINT
1-1/2" GROUT BED (5,000 psi NON-SHRINK GROUT)
1-1/2" GROUT BED (5,000 psi NON-SHRINK GROUT)
.
TO HOOPS1 1/2"
5/16"
BASEPLATE
THICKNESSGREATERTHAN 3/4"
1/4"
BASEPLATETHICKNESSLESS THAN
3/4"
T
60.0
0°
3"
CLR
FOOTING ELEVATION, SEE PLAN
TENSION LAP
CLASS C
T
REINFORCING (LAP WITH BOTTOM WALL REINFORCING) SEE SECTION FOR SIZE AND NUMBER
TENSION LAP
3"
CLR
T
ELEVATION, SEE PLAN
2
1
FOR WALL TYPE, SEE FOUNDATION PLAN AND SECTION
COLUMN OR WALL FOOTING, SEE ARCH.
DO NOT TRENCH OR PLACE PIPING AFTER COLUMN OR
WALL FOOTINGS ARE IN PLACE
0' -
1 1
/2"
.1/8" AT EXPOSED FLOOR
SAWCUT OR TOOLED JOINT WITH JOINT FILLER AND SEALANT AT EXPOSED FLOORS
.
1/4" "T"
"T"
NOTE: ALL SAWCUT JOINTS ARE TO BE CUT WITHIN 24 HOURS OF SLAB ON GRADE POUR.
1"
CLR
.
SEE PLAN FOR REINF. (DISCONTINUE AT FLOOR JOINT)
1/2" Ø SMOOTH ROD x 2'-0" @ 1'-6" o.c.(GREASE ONE END TO PREVENT BOND)
SE
E P
LA
N
SEE PLAN AND SCHEDULE FOR WALL FOOTING SIZE AND REINF.
REINFORCE MASONRY WALLS PER MASONRY WALL ELEVATIONS, WALL SCHEDULE, AND TYPICAL DETAILS. CENTER IN WALL.
FOR TOP OF FOOTING ELEVATION, SEE PLAN. CENTER FOOTING UNDER MASONRY WALL.
SE
E M
IN. L
AP
SP
LIC
E S
CH
ED
.
3"
BARS ARE IN SAME PLANE
GROUT ALL CELLS SOLID UP TO BOND BEAM
#4 AT 48" o.c. x 3'-0" LONG + 0'-4" HOOK. TURN HOOK HORIZONTALLY IN BOND BEAM
EXTERIOR SLAB - SEE CIVIL
8" CONT. BOND BEAM REINFORCED WITH (1) #5 CONT.
FOR SLAB SUBGRADE SEE GEOTECHNICAL REPORT
SEE PLAN AND SCHEDULE FOR WALL FOOTING SIZE AND REINF.
REINFORCE MASONRY WALLS PER MASONRY WALL ELEVATIONS, WALL SCHEDULE, AND TYPICAL DETAILS. CENTER IN WALL.
FOR TOP OF FOOTING ELEVATION, SEE PLAN. CENTER FOOTING UNDER MASONRY WALL.
SE
E M
IN. L
AP
SP
LIC
E S
CH
ED
.
3"
BARS ARE IN SAME PLANE
GROUT ALL CELLS SOLID UP TO BOND BEAM
8" CONT. BOND BEAM REINFORCED WITH (1) #5 CONT.
SEE PLAN AND SLAB SCHEDULE FOR SLAB REINFORCEMENT.
FOR SLAB SUBGRADE SEE GEOTECHNICAL REPORT1/2" FIBER EXPANSION
JOINT
1 1/2" CL.2" CL.
(TYP. ALL SIDES)8" THICK
CONT. PLASTIC WATERSTOP AT TOP AND BOTTOM OF WALL (TYP. ALL SIDES)
(2) #5 CONTINUOUS AT TOP AND BOTTOM OF WALL(TYP. ALL SIDES)
#4 @ 8" o.c. x 2' - 9" LONG PLUS HOOK(TYP. ALL SIDES)
#4 @ 8" o.c. HORIZONTAL AND VERTICAL(TYP. ALL SIDES)
8"
#4 @ 16" o.c. (TYP. ALL SIDES) THUS: 3' - 0"
2' -
0"
1' -
0"
3"
CL
.
#6 @ 8" o.c. BOTTOM EACH WAY PLUS 0' - 6" HOOKS
2"
CL
.
#4 @ 12" o.c. TOP EACH WAY PLUS 0' - 6" HOOKS
BARS IN SAME PLANE
WIT
H E
LE
VA
TO
R M
AN
UF
AC
TU
RE
R
GE
NE
RA
L C
ON
TR
AC
TO
R C
OO
RD
INA
TE
NOTE: KEEP WALLS SHORED UNTIL SLAB ABOVE IS IN PLACE
#4 @ 8" o.c. BOTTOM EACH WAY PLUS HOOKS AT SUMP PIT
COORDINATE SUMP PIT SIZE, DEPTH, AND LOCATION WITH MEP ENGINEER
PROVIDE SQUARE BLOCKOUT IN BOTTOM OF SLAB FOR ELEVATOR PISTON (COORDINATE SIZE AND LOCATION WITH ELEVATOR MANUFACTURER)
FINISH FLOOR ELEVATION
L3x3x3/16 FOUR SIDES OF SUMP PIT. ANCHOR WITH (3) 3/4" Ø EXPANSION ANCHORS AT EACH ANGLE. 4" FROM EACH END AND AT MIDSPAN. PROVIDE BAR GRATING TO SUPPORT 100 PSF OR A 300 LB PONIT LOAD AT CENTER OF SPAN. W-10-(3/4"x1/8")
PARAG
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OTEL
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SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S7.01
Typical Details
(Foundation)
3/4" = 1'-0"S7.01
Typical Steel Column Connection to Footing1
3/4" = 1'-0"S7.01
Typical Step in Footing4
1" = 1'-0"S7.01
Typical Detail of Trenches Near Footings5
1" = 1'-0"S7.01
Typical Detail of Dummy Joint (D.J.)2
1" = 1'-0"S7.01
Typical Detail of Floor Joint (F.J.)3
3/4" = 1'-0"S7.01
Typical Foundation Detail at 8" CMU(Interior/Exterior)
7
3/4" = 1'-0"S7.01
Typical Foundation Detail at 8" CMU(Interior/Interior)
8
3/4" = 1'-0"S7.01
Typical Section at Elevator Pit (with Sump Pit)6
CONT. BOND BM. REINF. W/ 2 # 4 CONT. AT TOP OF WALL, MID FLOOR HEIGHT AND BELOW EA. FLOOR AT ALL CMU WALLS. DISCONT. REINF. AT CONTRACTION JOINT
DOWEL TO FTG. SAME SIZE & NUMBER AS VERT. REINF., TYP. (@ EA. VERT. BAR)
PROVIDE CONTRACTION JOINT @ 48'-0"± PAINT JOINT W/ MASTIC.
FILL CELLS OF CMU CONTAINING REINF. ONLY WITH CONCRETE GROUT, NOT MORTAR.
BOND BEAM @ 12'-0" o.c. VERTICALLY WITH 2 #4 CONT. IN ALL WALLS
PROVIDE LADDER TYPE REINF. @ EVERY OTHER COURSE.MIN. REINFORCING LAP 48 DIA., 2'-0"MIN.
NOTES:
2'-0
"
2'-0"
2 # 4 CONT. BOND BEAM @ WINDOW,DOOR & OPNG. HEAD, UNO:(CONTINUE FULL LENGTH OF WALL)
8" OR 12" CMU SEE PLAN
CORNER BARS. LOCATE AT EACH HORIZONTAL BAR AND @ 48"o.c. MAX.
min.
2' - 0"
min.1' - 4"
LA
P
SE
E L
AP
SC
HE
DU
LE
2' - 0"
FLOOR LINE
1 #5 VERT. AT CONTROL/EXP. JOINT OR END OF WALL
EXPANSION JOINT OR END OF WALL
..
#5@48" UNLESS SHOWN OTHERWISE
1 #5 VERT. FULL HEIGHTAT JAMB
1 #5 VERT. AT EACH CORNER
2 # 4 CONT. BOND BEAMAT FLOOR LINE
FOR TOP OF FOOTING ELEVATION, SEE PLAN
2 #4 IN BOND BEAM AT SILL
DOWELS SAME SIZE
WALL REINF.& NUMBER AS
JOINTS @ 30'-0"±CONTRACTION
BEND VERT. BAR DOWNINTO U-BLOCK.
CONTRACTION JOINT.U-BLOCK DISCONT. AT2 #3 IN CONC. FILLED
EXT. FINISH, SEE ARCH.#5 VERT. REINF. AT CORNERS,
OPENINGS, CONTRACTIONJOINTS. PROVIDE DOWEL AT FOOTING.BEND 2'-0" INTO U-BLOCK AT TOP.SEE SPECS. FOR PLACING INSTRUCTIONS.
COURSE.REINF. EVERY OTHERLADDER TYPE HORIZ.
SEE PLAN
FOR FTG./REINF.,
PAINT JOINT WITH MASTICBEFORE PLACING CONCRETE.
SEE PLAN FOR LOCATION.VERTICAL CONTRACTION JOINT.
HORIZONTAL REINFORCINGVERTICAL REINFORCING
CONT. BOND BEAMAT 2'-8" o.c. WITH 2#3 CONT. WITH STANDARD HOOKS AT ENDS. DISCONTINUE AT CONTRACTION JOINTS
EXT. FINISH, SEE ARCH.
FO
R L
AP
SP
LIC
E
SE
E S
CH
ED
ULE
.2'-0
"
SEE WALL SCHEDULE
BOND BEAM REINF W/ STD HK AT EACH END
3#5 VERTICALS AT EACH CORNER
2 #5 VERTICALS AT EACH END
FOOTING
METAL LATH UNDER BOND BEAM TO CONFINE GROUT
SEE PLANS AND SECTIONS FOR FLOOR SLAB
REINF. IN BOND BEAMS SHALL BE SET IN PLACE AS WALL IS LAID UP. LAP SPLICE AT LEAST 48 BAR DIAMETERS. PROVIDE HOOKS AT ENDS.
BAR
#3
LENGTH (IN.)
12"
#4 15"
#5 23"
#6 43"
FOR REINF. MASONRY
MIN. LAP SPLICE LENGTH
UNLESS WALL IS FULLY GROUTED, PLACE MORTAR ON CROSS WEBS ADJACENT TO GROUTED CELLS TO CONFINE GROUT TO THE GROUT SPACE.
CELLS CONTAINING REINF. SHALL BE FILLED SOLIDLY W/ GROUT. VERTICAL CELLS SHALL PROVIDE A CONTINUOUS CAVITY, FREE OF MORTAR DROPPINGS
1/2"
FOR BEARING PLATE SIZE AND HEADED STUDS, SEE BEARING PLATE SCHEDULE.
8" CONT. BOND BEAM REINFORCED WITH (2) #5 CONT. BOTTOM.
VERTICAL WALL REINFORCEMENT CENTERED IN MASONRY WALL. FILL ALL CELLS WITH GROUT WHERE REINFORCING OCCURS. SEE WALL ELEVATIONS, TYPICAL DETAILS AND WALL SCHEDULE FOR SIZE AND LOCATION OF REINFORCING.
TYPICAL AT EACH BEAM BEARING AND PLATE3/16
5 1/2"
BUILD MASONRY AROUND EACH BEAM POCKET AND GROUT FULLY UPON INSPECTION OF BEAM BEARING PLATE AND WELD
3/16" STIFFENER PLATE ON EACH SIDE OF FLOOR BEAM
WIDE FLANGE FLOOR BEAM
WF BEAM
LH SERIES JOIST
3/4" THICK (2) - 3/4"DIAM5/8"
THICK (2) - 5/8" DIAM
7" x 12"
BEARING PLATE
MEMBER THICKNESS
STEEL BEAM AND BAR JOISTBEARING PLATE SCHEDULE
6" x 12"
NUMBER OF HEADED STUDS X 5" LONG
K SERIES JOIST 5/8" THICK5" x 9" (2) - 5/8" DIAM
9"
1 1/2" 1 1/2"
1' - 0"
3" 3"
1' - 0"
3" 3"
WF BEAMLH SERIES JOISTK SERIES JOIST
PARAG
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OTEL
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SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S7.02
Typical Details
(CMU)
1/4" = 1'-0"S7.02
Typical Masonry Wall Elevation1
3/4" = 1'-0"S7.02
Typical Detail of Masonry Wall Reinforcement2
3/4" = 1'-0"S7.02
Typical Detail of Masonry Wall Reinforcement3
1 1/2" = 1'-0"S7.02
Typical Wide Flange Beam Bearing on 8" CMU4
1" = 1'-0"S7.02
Schedule - Steel Beam and Bar Joist Bearing Plate5
COPYRIGHT 2000 NANNIS AND ASSOCIATES, INC.C
CCOPYRIGHT 2000 NANNIS AND ASSOCIATES, INC.
CCO
PYRIG
HT 2
000 N
ANNIS
AND A
SSO
CIA
TES,
INC.
OMIT WT WHERE BEAM FRAMES IN AT COLUMN
WT CUT FROM WF SHAPE BELOW EACH SIDE. CUT TO FIT
(4)-3/4" DIAM. A325 BOLTS
(4)-3/4" DIAM. A325 BOLTS
3/16"TYP.
5/16" STIFFENER (ONE EACH SIDE) CENTER STIFF. ON COLUMNS 6" AND SMALLER
SEE SCHEDULESEE SCHEDULE
3/4"x12"x6-1/2"
3/4"x14"x8-1/2"HSS 8x8
HSS 6x6
CAP PLATE
3/4"x14"x8-1/2"W8
COLUMN SIZE
HSS 12"x3"HSS 12.75
ROUND
3/4"x12-1/2"x9"
3/4"x14"x19"
HSS 4x4
HSS 5x5
HSS 6.00 ROUND
3/4"x11"x5-1/2"
3/4"x10"x4-1/2"
3/4"x13"x7-1/2"
3/16"
3/16"TYP. AT WEB AND FLANGE OF TEE TO FLANGE OF BEAM.
3/16" 3" at 12
1/4" 1/4"
3/4"x16"x10-1/2"W10
SQUARE HSS COLUMN
TUBE SECTION2 1
/2"
MIN
. 1/4" CAP PLATE
1/2
PROVIDE (2) #4 X 4'-0" TOP AT ISOLATION JOINT CORNERS WHERE CONTROL OR CONSTRUCTION JOINT IS NOT LOCATED AS SHOWN
ISOLATION JOINT
COLUMN BASE PLATE
CONTROL JOINT
MIN
.4"
2"
INTERIOR SLAB ISOLATION JOINT
SEE PLAN
SE
E P
LA
N
MIN
.4"
SLAB ISOLATION JOINT AT CORNER
COLUMN BASE PLATE
EDGE OF SLAB
ISOLATION JOINT
EDGE OF SLAB
2"
SE
E P
LA
N
EDGE OF SLAB
COLUMN BASE PLATE
CONSTRUCTION OR CONTROL JOINT
ISOLATION JOINT
PROVIDE (2) #4 X 4'-0" TOP AT ISOLATION JOINT CORNERS WHERE CONTROL OR CONSTRUCTION JOINT IS NOT LOCATED AS SHOWN
MIN
.4"
SLAB ISOLATION JOINT AT EDGE
3x3x5/16" ANGLE BOTH SIDES OF WEB
BOLTS TO DEVELOP THE REQUIRED SHEAR
1/4
* INDICATED ON PLAN BY S.P. *
MAX.1/4"
"d"
"d"
- 3
"
FLANGE THICKNESS IS GREATER THAN 5/16" / 16 GA.
FLANGE THICKNESS IS LESS THAN OR EQUAL TO 5/16" / 16 GA.
FASTEN NAILER TO STEEL BEAM WITHTB145S @ 12"o.c. MAX. SELF-TAPPING SCREWBY SIMPSON OR APPROVED ALTERNATE
FASTEN NAILER TO STEEL BEAM WITH5/8"Ø BOLTS W/ 1-1/2"Ø WASHERS STAGGERED@ 24"o.c. WELDED TO TOP FLANGE OFBEAM ALL AROUND
WHERE W-SHAPE TOP FLANGE PERMITS,NUT AND WASHER TO BOTTOM OF TOPFLANGE MAY BE SUBSTITUTED FOR WELD.
TYPICAL WHERE WOOD MEMBERIS SUPPORTED BY STEEL BEAM
BASE DETAIL
2" MIN. CONCRETE SLAB WITH W.W.F. 6x6-W2.9xW2.9
NOTE : SEE ARCH. DWGS. FOR DIMENSIONS.
6x6 W2.9xW2.9 WIRE MESH.
BY STAIR SPECIALTY ENGINEER
CONCRETE FILL.
CHANNEL STRINGERS BY SPECALITY ENGINEER
CHANNEL BY SPECIALTY ENGINEER @ 2'-0"o.c.
CHANNEL BY SPECIALTY ENGINEER
14 GA. METAL PANS TYP.
1-1/2x1-1/2"x1/8" MITRED ANGLES WELDED ALL AROUND
CHANNEL STRINGERS BY SPECIALTY ENGINEER
12 GA. METAL PANS
14 GA. CLOSURES TYPICAL
2-3-1/2"x3-1/2"x1/4" ANGLESx 0'-4" (2)-1/2"dia. ANCHOR
BOLTS, EMBEDDED 4".
CHANNELS AND CONNECTIONS TO CMU BY SPECAILTY ENGINEER
1/4"
EACHEND
.2"
TY
P.
CHANNEL BY SPECIALTY ENGINEER
WOOD FLOOR BEYOND3/4" TOPPING
8"X16" BOND BEAM REINFORCEDWITH 2 #6 CONT. TOP & BOTTOM
CHANNEL AND CONNECTIONS TO CMU BY SPECIALTY ENGINEER
1'-0
" M
IN.
SEE GENERAL NOTES FOR OTHER INFORMATION
4"
1/2" SIMPSON SET XP EPOXY ANCHOR @ 16" O.C. EMBEDDED 4 1/2"
P.T.2X12 CONT
#5 CONT.
SEE WALL ELEVATIONS FOR REINFORCEMENT
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
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SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S7.03
Typical Details
(Steel)
1" = 1'-0"S7.03
Typical Cap Plate Detail6
1" = 1'-0"S7.03
Typical Moment Connection of Steel Beam to Column5
3/4" = 1'-0"S7.03
Typical Detail of Slab Isolation Joints2
1" = 1'-0"S7.03
Typical Splice Point Detail4
3/4" = 1'-0"S7.03
Typical Detail of Wood Nailer Connection to Steelbeam
1
3/4" = 1'-0"S7.03
Typical Steel Stairs Detail3
STEEL COLUMN - SEE SCHEDULE.
WHERE WALL THICKNESS OF COLUMN IS 5/16" THICK OR LESS, FASTEN WOOD NAILER TO STEEL COLUMN WITH "TB1475S at 12" o.c. MAX SELF TAPPING SCREW BY SIMPSON OR APPROVED EQUAL.
2 x 6 WOOD NAILER. TYPICAL EACH SIDE OF COLUMN IN WALL.
ATTACH PLYWOOD, OR OSB SHEATHING TO EACH NAILER AT 4" o.c. MAX.
SIMILAR CONFIGURATION AND DETAIL AT CORNER COLUMN CONDITION.
WHERE WALL THICKNESS OF COLUMN IS GREATER THAN 5/16", FASTEN WOOD NAILER TO STEEL COLUMN WITH 1/2" DIAM. BOLT SHOP WELDED TO FACE OF COLUMN AT 16" o.c. MAXNOTE:
WOOD POST ARE NOT DESIGNED AS BUILTUP WOOD COLUMNS. SHEATHEING ON THE ENCLOSING WALL MUST BE IN PLACE BEFORE LOAD IS APPLIED TO THE POSTS.
5D NAILS 7" O.C.
WOOD POST PER SCHEDULE
1/2" DRY WALL
16D NAILS @ 24" O.C. VERTICALLY STAGGERED
SHEATHING CONT. VERTICALCENTERED SO THAT EQUAL FASTENING TO STUD WALLABOVE AND BELOW
FINISH, SEE ARCH.
SEE SCHEDULE FOR DECKING
DOUBLE TOP PLATE
CEILING, SEE ARCH.
FLOOR JOIST, SEE PLAN
WOOD STUD WALL, SEE PLAN
2X12 RIM BOARD
2X12 BLOCKING BETWEEN RIMBOARD AND JOIST @ 4'-0" O.C.
DOUBLE SOLE PLATE
DOUBLE TOP PLATE
FINISH, SEE ARCH.
DOUBLE SOLE PLATE
FLOOR JOIST,SEE PLAN
2X12 BLOCKING BETWEEN JOIST
WOOD STUD WALL, SEE PLAN.
SEE SCHEDULE FOR DECKING
2x12 RIM BOARD SEE ARCH FOR CEILING
DOUBLE TOP PLATE
DOUBLE SOLE PLATE
FLOOR JOIST, SEE PLAN
2X12 BLOCKING BETWEEN JOIST
WOOD STUD WALL, SEE PLAN.
SEE SCHEDULE FOR DECKING
APA PERFORMANCE RATED ENGINEERED WOOD RIM BOARD 1-1/2" THICK MINIMUM
SEE ARCH FOR CEILING
SEE ARCH
SEE ARCH FOR BRICK VENEER
3/4" THROUGH BOLT @ 16" o.c. W/ 3X3X1/4 WASHER AT INSIDE
1 1
/2"
4 1
/2"
3/8x3" LAG BOLT @ 16" O.C. CONTERSUNK INTO SHEATHING
NAIL RIMBOARD TO BLOCKING W/ 16D NAILS @ 3" O.C.
5X5X5/6 GALVANIZED ANGLE CONT
3/8" CAULK JOINT
8" CMU, SEE WALL ELEVATIONS
8" CONT. BOND BEAMREINF. WITH (2) #5 CONT.
SEE SCHEDULE FOR FLOOR DECKING
2x FLOOR JOIST,SEE PLAN
SEE JOIST HANGER SCHEDULE
PRESSURE TREATED 2X12 CONT. FASTENED TO CMU W/ 3/4" EPOXY ANCHOR @ 16" O.C.
2"
SHEATHING CONT. VERTICALCENTERED SO THAT EQUAL FASTENING TO STUD WALLABOVE AND BELOW
BRICK VENEER, SEE ARCH.
SEE SCHEDULE FOR DECKING
DOUBLE TOP PLATE
CEILING, SEE ARCH.
FLOOR JOIST, SEE PLAN
WOOD STUD WALL, SEE PLAN
2X12 BLOCKING BETWEEN RIMBOARD AND JOIST @ 4'-0" O.C.
DOUBLE SOLE PLATE
SEE ARCH
DOUBLE APA PERFORMANCE RATED ENGINEERED WOOD RIM BOARD 1-1/2" THICK MINIMUM EACH PLY
3/4" THROUGH BOLT @ 16" o.c. W/ 3X3X1/4 WASHER AT INSIDE
3/8x3" LAG BOLT @ 16" O.C. CONTERSUNK INTO SHEATHING
NAIL RIMBOARD TO BLOCKING W/ 16D NAILS @ 3" O.C.
5X5X5/6 GALVANIZED ANGLE CONT
3/8" CAULK JOINT
SEE DECK SCHEDULE FOR FLOOR DECK
WOOD FLOOR JOIST, SEE PLAN
PRESSURE TREATED 2X12 CONT. WOOD NAILER ANCHOR TO BLOCK WALL W/3/4" DIA. EPOXY ANCHORS @16" O.C.
8" CONT. BOND BEAM REINF. W/(2) #5 CONT.
8" MASONRY WALL SEE WALL ELEVATIONS FOR REINFORCEMENT SIZE AND SPACING
2"
WOOD STUD WALL,SEE SCHEDULE.
SEE DECK SCHEDULE FOR FLOOR DECKING
WOOD STUD WALL,SEE SCHEDULE.
DOUBLE TOP PLATE
2xBLOCKING BETWEEN JOIST2x FLOOR JOIST,
SEE PLAN
FLOOR JOIST,SEE PLAN
SEE ARCH FOR CEILING
8" CMU, SEE WALL ELEVATIONS
8" CONT. BOND BEAMREINF. WITH (2) #5 CONT.
SEE SCHEDULE FOR FLOOR DECKING
PRESSURE TREATED 2X8 CONT. FASTENED TO CMU W/ 1/2" ANCHOR @ 16" O.C.
FLOOR DECK, SEE PLAN
FLOOR JOIST, SEE PLAN
BLOCKING @ 4'-0" O.C. FASTENED W/16D EACH END
DOUBLE TOP PLATE @ PARTITION. FASTEN TO BLOCKING OR RAFTER W/ SIMPSON DTC CLIP
SEE ARCH FOR CEILING AND SHEATHING
1/2
" G
AP
FLOOR DECK, SEE PLAN
FLOOR JOIST, SEE PLAN
DOUBLE TOP PLATE @ PARTITION. FASTEN TO BLOCKING OR RAFTER W/ SIMPSON DTC CLIP
SEE ARCH FOR CEILING AND SHEATHING
1/2
" G
AP
BLOCKING @ 4'-0" O.C. FASTENED W/16D EACH END
DOUBLE TOP PLATE @ PARTITION. FASTEN TO BLOCKING OR RAFTER W/ SIMPSON DTC CLIP
SEE ARCH FOR CEILING AND SHEATHING
1/2
" G
AP
ROOF TRUSS BOTTOM CHORD
DOUBLE TOP PLATE @ PARTITION. FASTEN TO BLOCKING OR RAFTER W/ SIMPSON DTC CLIP
SEE ARCH FOR CEILING AND SHEATHING
1/2
" G
AP
ROOF TRUSS BOTTOM CHORD
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S7.04
Typical Details
(Wood)
1" = 1'-0"S7.04
Typical Steel Column to Wood Wall Connection11
3/4" = 1'-0"S7.04
Typical Wood Post Nailing & Sheathing Detail10
3/4" = 1'-0"S7.04
Section At Exterior Wall, Parallel2
3/4" = 1'-0"S7.04
Section At Exterior Wall, Perpendicular3
3/4" = 1'-0"S7.04
Section At Exterior Wall, Perpendicular4
3/4" = 1'-0"S7.04
Section At CMU Wall And Joist, Perpendicular7
3/4" = 1'-0"S7.04
Section At Exterior Wall, Parallel5
3/4" = 1'-0"S7.04
Typical Section at CMU Wall (Parallel)8
3/4" = 1'-0"S7.04
Section At Interior Wall, Perpendicular6
3/4" = 1'-0"S7.04
Section At CMU Wall And Roof Deck9
1 1/2" = 1'-0"S7.04
Typical Wood Stud Partition Connection1
SHEAR WALL, SEE SCHEDULE
GYPSUM WALL BOARD SCREW OFF TODEAD WOOD AT INTERSECTING WALLS
16d @ 8"o.c. DEAD WOOD NAILING - DEAD WOOD SHALL BE FULL HEIGHT STUDS
EXTERIOR WALL
SHEATHING
SIMPSON HOLDOWN PLAN
GALVANIZED SIMPSON TYPE HOLDOWN
16d @ 8" o.c. FULL HEIGHT
SIMPSON HOLDOWN SECTION
H1 1/2"
5/8"
LTT19
DESIGNATIONMARKANCHOR ROD DIA
SIMPSON HOLDOWN
HTT4H2
H3
H4
H5
H6
HTT5
HDQ8-SDS3
HHDQ11-SDS2.5
HHDQ14-SDS2.5
5/8"
7/8"
1"
1"
3"
4"
EMBEDMENT (D)
5"
7"
8"
9"M
IN.
2' -
0"
3"
6"
MIN EDGE DISTANCE
(E)
7"
10"
12"
13"
3
3
MIN STUDS
3
3
4
4
GALVANIZED 1/2" BOLT W/ PL1/4x5x5 WASHER, SEE WALL SCHEDULE FOR SPACING
16d @ 8" o.c. FULL HEIGHT
1/2" BOLT W/ PL1/4x5x5 WASHER, SEE WALL SCHEDULE FOR SPACING
4"
GALVANIZED SIMPSON TYPE HOLDOWN
GALVANIZED ANCHOR ROD
PRESSURE TREATED SOLE PLATE
GALVANIZED 1/2" BOLT W/ PL1/4x5x5 WASHER, SEE WALL SCHEDULE FOR SPACING
E
1
1
HAIRPIN NO
1
2
2
2
D
3"
CLR
1 1
/2"
CL
R
#3 HOOP SUPPLEMENTAL REINFORCEMENT WHERE H IS LESS THAN THE MINIMUM, SEE SCHEDULE FOR NUMBER
ROOF
1ST FLOOR
SEE WALL SCHEDULE FOR STUD SIZE AND SPACING
T/DOUBLE PLATE
1 | INTERIOR SHEAR WALLGYPSUM OR PLYWOOD SHEATHING WITH BLOCKING
2ND FLOOR
SEE WALL SCHEDULE FOR STUD SIZE AND SPACING
GYPSUM WALL SHEATHING, SEE WALL SCHEDULE FOR THICKNESS
2X BLOCKING @ ALL GYPSUM PANEL EDGES
SEE WALL SCHEDULE FOR PANEL EDGE NAILS AND SPACING
@ P
AN
EL IN
T.
1' -
0"
MA
X
ROOF
1ST FLOOR
SEE WALL SCHEDULE FOR STUD SIZE AND SPACING
T/DOUBLE PLATE
2 | EXTERIOR SHEAR WALLPLYWOOD SHEATHING WITH BLOCKING
2ND FLOOR
SEE WALL SCHEDULE FOR STUD SIZE AND SPACING
PLYWOOD WALL SHEATHING, SEE WALL SCHEDULE FOR THICKNESS
2X BLOCKING @ ALL PLYWOOD PANEL EDGES
SEE WALL SCHEDULE FOR PANEL EDGE NAILS AND SPACING
@ P
AN
EL IN
T.
1' -
0"
MA
X
2X BLOCKING @ ALL PLYWOOD PANEL EDGES
2' 0
" M
IN2
'-0"
MIN
.
7"
7"
SIMPSON TYPE CS22 EVERY THIRD STUD WHERE SHEATHING MINIMUM OVERLAP DOES NOT OCCUR
FLOOR JOIST - SEE PLAN (TYPICAL)
16d @ 8" o.c. FULL HEIGHT
SIMPSON TYPE HOLDOWN SEE PLAN AND SCHEDULE
THREADED ROD, SEE HOLDOWN SCHEDULE FOR DIAMETER
SOLE PLATE
DOUBLE TOP PLATE
(2) 2X VERTICAL BLOCKING EACH SIDE OF THREADED ROD
USE EVERY OTHER NAIL HOLEIN A ROW TO PROVIDE THECODE-REQUIRED MINIMUNCENTER-TO-CENTER SPACINGFOR NAILS
EQUAL NUMBER OFSPACIFIED NAILSIN EACH END
PROVIDE MIN.END DISTANCE 7/8"
CUTLENGTH
END
CLEARSPAN
END
Simpson Strong-TieCS Coiled Strap
TRANSVERSE WALL
GYPSUM WALL BOARD NAILED OFF TODEAD WOOD AT INTERSECTING WALLS
16d @ 8"o.c. DEAD WOOD NAILING - DEAD WOOD SHALL BE FULL HEIGHT STUDS
EXTERIOR WALL
SHEATHING
WALL CONTINUITY AT INTERSECTING WALL
FULL HEIGHT KING STUDS. WHEN WALL OPENING WIDTH EXCEEDS 3'-0" USE (2)_ STUDS (TYP.)
(3)-16d NAILS IN EACH HEADER MEMBER (TYP.) EA. END
SINGLE JACK STUD UNDER LINTEL IN NON-LOAD BEARING WALLSDOUBLE JACK STUDS UNDER LINTEL IN LOAD BEARING WALLS UNLESS NOTED OTHERWISE
2x4 STUD WALL LINTEL SCHEDULE
LINTEL SIZE
(2) - 2x10
(2) - 2x12
0'-0" - 4'-0"
4'-0" - 6'-0"
SPAN
LINTEL SHALL BE SPIKED TOGETHER, SEE SCHEDULE
(2) 2x's WITH (1) 1/2" PLYWOOD SPACER BETWEEN AND 2X4 TOP AND BOTTOM
2x8 STUD WALL LINTEL SCHEDULE
LINTEL SIZE
(4) - 2x8
(4) - 2x12
0'-0" - 4'-0"
4'-0" - 8'-0"
SPAN
(4) 2x's WITH (3) 1/2" PLYWOOD SPACERS BETWEEN AND 2X8 TOP AND BOTTOM
2x6 STUD WALL LINTEL SCHEDULE
LINTEL SIZE
(3) - 2x8
(3) - 2x12
0'-0" - 4'-0"
4'-0" - 8'-0"
SPAN
(3) 2x's WITH (2) 1/2" PLYWOOD SPACERS BETWEEN AND 2X6 TOP AND BOTTOM
SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING
2x BLOCKING AT FRAMED OPENINGS IN DESIGNATED SHEARWALLS. REINFORCE WITH SIMPSON CS22 STRAP AS INDICATED.
9" MIN.
4" 4"
1" 10d NAILS @ 8"
10D @ 8"
16SD @ 8"
1"
16D @ 8"
8D @ 8"
2x BLOCKING AT FRAMED OPENINGS IN DESIGNATED SHEARWALLS. REINFORCE WITH SIMPSON CS22 STRAP AS INDICATED.
PARAG
ON H
OTEL
CO
MPANY
BLY
THEW
OO
D, SC
SHEET TITLE
DRAWN BY: DSB
CHK'D BY: MWN
DESCRIPTIONDATE
PROJECT NAME AND ADDRESS
SEAL:
ISSUES/REVISIONS
PROJECT NO: 18017
CONSTRUCTIONNOT ISSUED FOR
P. 678-574-8762
Building 100, Suite 120Kennesaw, Georgia 30144
www.mrpdesign.com
F. 770-917-9470
3450 Acworth Due West Road
95% PROGRESS FOR OWNER REVIEW01/11/2019
THOMAS E. MORGAN, JR.
ARCHITECT
423 FISCHOR TRAIL
ELLIJAY, GEORGIA 30540
ARCHITECT OF RECORD:
SEAL:
S7.06
Typical Details
(Wood Shear
Walls)
1" = 1'-0"S7.06
Typical Detail at Holdown1
1/2" = 1'-0"S7.06
Shear Stud Wall Sheathing and Blockingchedule2
3/4" = 1'-0"S7.06
Typical Shear Wall Anchors at Framed Floor3
3/4" = 1'-0"S7.06
Typical Exterior Floor-to-Floor Connection6
1" = 1'-0"S7.06
Typical Detail at Intersecting Walls (Plan View)4
1" = 1'-0"S7.06
Typical Wood Lintel5