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)


(A) SIMPSON STRONG TIE "GAS ACTUATED PINS" (ICC-ES ESR-2811)(B) SIMPSON STRONG TIE "POWDER ACTUATED PINS" (ICC-ES ESR-2138)

(3)


(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)


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)


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


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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) 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 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)


Periodic

Periodic

Periodic

Periodic

Each submittal (5)


Observe (4)

Periodic

Periodic - observe all connections; measure 10% of connections

Periodic - observe all connections

Continuous

Continuous

Periodic

Perform (4)


EXTENT1&2

1

1

1

1

1

1

1

1

1

1

1

AGENT*DATE

COMPLETED

Y

Y

1









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


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


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


Field inspection




SERVICE


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




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


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


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 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 B - Periodic


Level B - Periodic

Continuous


Level B - Periodic


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


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


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


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


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


NEW 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 :


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

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ARCHITECT

423 FISCHOR TRAIL



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


NEW GRIDLINE


FLOOR FRAMING PLAN NOTES


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 A SPLICE POINT, SEE DETAIL 4/S7.03

INDICATES EXTERIOR FACE OF BRICK

INDICATES FACE OF STUD

INDICATES "UNLESS NOTED OTHERWISE"


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:



NOTE:

BEAM SECTION

2X4

2X6


@ BEAM @ POST

2X12

(2) 2X8

HU24TF


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

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ARCHITECT

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SEAL:

S2.03

Typical Floor

Framing Plan

1/8" = 1'-0"S2.03

Typical Floor Framing Plan1


NEW 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 A BEAM SPLICE POINT, SEE TYPICAL SPLICE POINT DETAIL.

NOTE:

NOTE :

NOTE:

NOTE:

:

NOTE:

NOTE:

S.P. :


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.

- / ---


BEAM SECTION

2X4

2X6


@ BEAM @ POST

2X12

(2) 2X8

HU24TF


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






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.

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PROJECT NO: 18017


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ARCHITECT

423 FISCHOR TRAIL



SEAL:

S2.04

Roof Framing

Plan

1/8" = 1'-0"S2.04

Roof Framing Plan1

1/8" = 1'-0"S2.04

Lantern Roof2

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PROJECT NO: 18017


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ARCHITECT

423 FISCHOR TRAIL



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

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ARCHITECT

423 FISCHOR TRAIL



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

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SHEET TITLE

DRAWN BY: DSB

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DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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





#5 DOWEL W/ STD HK @ 4'-0" O.C.

6" BOND BEAM REINF W. 2#6 CONT. THROUGH ALL CONCRETE PIERS




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


EDGE OF FOOTING BEYOND BRICK BUMPOUT EQ EQ

SCHEDULE

SEE FOOTING

SC

HE

DU

LE

SE

E F

OO

TIN

G




3"

CLR



BOND BEAM REINF W/ #4 CONT

6" BOND BEAM REINF W. 2#6CONT. THROUGH ALL CONCRETE PIERS






SEE FTG SCHEDULE FOR REINFORCEMENT

Foundation0' - 0"

17

CMU WALL CENTERLINE









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


EQ EQ

SCHEDULE

SEE FOOTING

SC

HE

DU

LE

SE

E F

OO

TIN

G




3"

CLR

6" BOND BEAM REINF W. 1#4 CONT.

8" BOND BEAM REINF W. 1#4 CONT.




SEE FTG SCHEDULE FOR REINF

Foundation0' - 0"

D

COLUMN LINE COINCIDES WITH WOOD FRAMED WALL CENTERLINE AND CMU FOUNDATION WALL BELOW


CENTERLINE OF CMU WALL





6" BOND BEAM REINF W/ #4 CONT




LA

P L

EN

GT

H

SC

HE

DU

LE

D C

MU



1' -

0"

3"

CLR

#5 @1' - 2"

#5 @1' - 2"

#5 @1' - 0"

#5 @1' - 0"

Foundation0' - 0"

CMU CENTERLINE







LA

P L

EN

GT

H

SC

HE

DU

LE

D C

MU


1' -

0"

3"

CLR

1"

CLR

Foundation0' - 0"


SCHEDULED WIDTH

DE

PT

H

SC

HE

DU

LE

D

EQ EQ

CMU CENTERLINE







3"

SEE SCHEDULE FOR REINF.

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SHEET TITLE

DRAWN BY: DSB

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DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


3/4" = 1'-0"S6.01


Floor Plan 322' - 2 1/2"

SEE ARCH


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"


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"


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



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


Floor Plan 322' - 2 1/2"

F

S7.042

Sim



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





Floor Plan 322' - 2 1/2"

D

S7.042

SimS7.04

8Sim

2#5 CONT AT FLOOR LEVEL







Floor Plan 322' - 2 1/2"

13

S7.046

Sim



Floor Plan 322' - 2 1/2"

A

SEE ARCH


S7.042

Sim

SEE PLAN AND WALL SCHEDULE FOR STUD SIZE AND SPACING AND WALL SHEATHING


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






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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


3/4" = 1'-0"S6.02

Exterior Wall Section w/ Brick4

3/4" = 1'-0"S6.02


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


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"


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 RAFTER SIZE AND SPACING

MECHANICAL SCREEN WALL BY OTHERS


Parapet45' - 5"

BBB


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


S7.042

Sim


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



S7.065

Sim

DOUBLE TOP PLATE

TRIPLE JOIST UNDER WALL


ELEVATOR HOIST BEAM, SEE PLAN


Roof42' - 6"

C D

SEE ARCH FOR SLOPE IN ROOF


S7.065

Sim

DOUBLE 2X TOP PLATE

SEE HURRICANE ANCHOR SCHEDULE


PRESS PLATE TRUSSES, SEE PLAN FOR LAYOUT, PROVIDE NOTCHED 2x6 END POST AS SHOWN

2X CONT IN NOTCH


SEE HANGER SCHEDULE FOR JOIST HANGER

Roof42' - 6"

7



DOUBLE TOP PLATE

EXTEND SHEARWALL SHEATHING UP TO DECK

DRAG STRUT PRESS PLATE TRUSSES, SEE PLAN FOR AXIAL LOAD


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DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


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 FOR FLOOR DECK





S7.043

Sim

S7.065

SimS7.06

5Sim

2X BLOCKING BETWEEN JOIST

2x RIM BOARD

S7.043

Sim


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


2#5 CONT AT ROOF LEVEL








EW1 BRICK BACKING WALL, DELETE INTERIOR SHEATHING SEE WALL SCHEDULE

DOUBLE TOP PLATE, EXTEND ROOF SHEATHING OVER BACK UP WALL


SEE TYPICAL CMU DETAIL FOR INTERMEDIATE BOND BEAMS


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


Roof42' - 6"

Parapet45' - 5"

2

SEE ARCH

SE

E A

RC

H


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



Roof42' - 6"

Parapet45' - 5"

F

SEE ARCH FOR SLOPE



DOUBLE TOP PLATE


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


Roof42' - 6"

Parapet45' - 5"

F

SEE ARCH FOR SLOPE


DOUBLE TOP PLATE


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

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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



SEAL:

S6.04

Wall Sections

3/4" = 1'-0"S6.04

Lantern Section1

3/4" = 1'-0"S6.04


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"


SEE ARCH FOR SHEATHING

8X8 WOOD SUPPORT POST, SEE PLAN FOR LOCATION


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


2X4 DIAGONAL

Roof42' - 6"

4' -

8"

1' -

3"

SEE ARCH FOR ROOF SLOPE


SEE ARCH FOR SHEATHING


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




Roof42' - 6"

C D

4' -

8"

1' -

3" SEE ARCH FOR

ROOF SLOPE



NOTE:SEE HALLWAY SECTION FOR OTHER NOTES

1" DIA BOLT AT MID HEIGHT OF 2X8

(2) 2x8 ONE EACH SIDE OF POST





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


S7.049

Sim









4

S7.02

Sim


Parapet45' - 5"

B


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


TRIPLE JOIST UNDER WALL


DOUBLE TOP PLATE




S7.065

Sim

PARAG

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BLY

THEW

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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


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 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

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





SEE LINTEL SCHEDULE

5.86.8



SEE PLAN FOR ROOF DECK2X12 @ 1'-0" O.C TRELLIS MEMBERS


SEE BEAM HANGER SCHEDULE FOR JOIST HANGER

Floor Plan 212' - 0 3/4"

Canopy14' - 8"

1 1.8 2

SEE ARCH






SEE PLAN AND DECK SCHEDULE FOR FLOOR DECK

S7.043

Sim


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 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


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"



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


S7.031

Sim



S7.031

Sim


2x RIMBOARD

DOUBLE BOTTOM PLATE

3X3X3/16 ANGLE CONT

H2.5 HURRICANE TIE @ 4'-0" O.C. FASTEND TO ANGLE W/


S7.043

Sim

SEE PLAN FOR HEADER SIZE

PD-0.50

SEE 1/S7.03 FOR NAILER


SEE PLAN AND DECK SCHEDULE FOR FLOOR 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

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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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

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DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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 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

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BLY

THEW

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SHEET TITLE

DRAWN BY: DSB

CHK'D BY: MWN

DESCRIPTIONDATE


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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.


2x12 RIM BOARD SEE ARCH FOR CEILING

DOUBLE TOP PLATE

DOUBLE SOLE PLATE


2X12 BLOCKING BETWEEN JOIST

WOOD STUD WALL, SEE PLAN.


APA PERFORMANCE RATED ENGINEERED WOOD RIM BOARD 1-1/2" THICK MINIMUM


SEE ARCH


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



2"

SHEATHING CONT. VERTICALCENTERED SO THAT EQUAL FASTENING TO STUD WALLABOVE AND BELOW

BRICK VENEER, SEE ARCH.


DOUBLE TOP PLATE

CEILING, SEE ARCH.


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


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


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




1/2

" G

AP

BLOCKING @ 4'-0" O.C. FASTENED W/16D EACH END



1/2

" G

AP

ROOF TRUSS BOTTOM CHORD



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


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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


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


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


T/DOUBLE PLATE

2 | EXTERIOR SHEAR WALLPLYWOOD SHEATHING WITH BLOCKING

2ND FLOOR


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)


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


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


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


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


SEAL:

ISSUES/REVISIONS

PROJECT NO: 18017


P. 678-574-8762


www.mrpdesign.com

F. 770-917-9470




ARCHITECT

423 FISCHOR TRAIL



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

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GENERAL NOTES THOMAS E. MORGAN, JR.

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