mellanee walton - biznet.ct.gov · note:simpson strong-tie structural connectors are used as basis...

6030 Bid Addendum

of 2

Addendum No.: 4 Date of Addendum: May 4, 2020

CT DAS - 6030 (Rev. 10.05.18) 6000 – Bid Phase Forms

CT DAS l Construction Services l Office of Legal Affairs, Policy, and Procurement Prudence Crandall Museum Renovations

1 South Canterbury Road Canterbury, CT

BI – RR – 28

Original Bid Due Date / Time: April 8, 2020 1:00 PM

Revised Bid Due Date / Time: May 20, 2020 1:00 PM

Previous Addendums: Addendum #3 dated 3/25/2020, Addendum #2 dated 3/18/2020, Addendum #1 dated 3/12/2020

TO: Prospective Bid Proposers: This Addendum forms part of the “Contract Documents” and modifies or clarifies the original “Contract Documents” for this Project dated November 19, 2019. Prospective Bid Proposers shall acknowledge receipt of the total number of the Addenda issued for this Project on the space provided on Section 00 41 00 Bid Proposal Form.

Failure to acknowledge receipt of the total number the Addenda issued for this Project on the space provided on Section 00 41 00 Bid Proposal Form shall subject Bid Proposers to disqualification.

The following clarifications are applicable to drawings and specifications for the project referenced above.

Item 1: Question 1: What is material thickness required for the LCC rain diverters?

RESPONSE: Material thickness for LCC rain diverters to be a minimum of 16 oz. (24 gauge). See revised Architectural drawings A-104 and A-105, attached.

Item 2: Question 2: Dwg S-102, details 2, 3 and 4 call for a 3/8 plate to be welded to the bottom flange of the C5 and C7 channels at 16" OC. This is a very old house and the beams are sure to have sagged over the centuries. Is it the intent of the engineer to try and jack the beams level or to shim the beam[s] to the 3/8 plate. If the beams have sagged 1" or more the bottom row of holes in the channels will not engage the wood beams. So that we can make sure that it works in the field, we need to know what the engineer's intention is. RESPONSE: It is not the intention to jack or remove existing deflections. The intent is to stabilize the existing deflections in place. Contractor to field measure existing framing to ensure holes are located to engage existing framing. Welded plates are intended to transfer load. Holes and screws are not intended for load transfer and may be modified based on field measurements and engineer approval.

Item 3: Question 3: Drawing S-102 calls for a 3" pipe down at gridline E1. Drawing S-101 does not show a 3" pipe at E1. Drawing S-103 shows a representation of a pipe at E-1 with no call out. Please clarify if this pipe goes up or down, or both, or none?

RESPONSE: Column should extend from ridge down to foundation. See revised structural drawings S-100, S-101, S-102, S-103, S-104, dated April 30, 2020, attached.

6030 Bid Addendum

of 2

Addendum No.: 4 Date of Addendum: May 4, 2020

CT DAS - 6030 (Rev. 10.05.18) 6000 – Bid Phase Forms

Item 4:

Question 4: Dwg S300 calls for stitch bolting checked beams. Is it the intent to counterbore the wood beam as shown on the typical detail or should the hex head be exposed with a flat washer used?

RESPONSE: Hex head to be exposed, with flat washer. See revised detail on structural drawing S-300, dated April 30, 2020.

All technical/project questions must be emailed (not verbal or by phone) to the consulting Architect/Engineer Roger Williams at [email protected] with copies sent to the DAS/CS Project Manager Halina Harabasz at [email protected] and Construction Manager Dwight Bolton at [email protected].

All technical/project questions relating to the asbestos and lead abatement portion of the project must be emailed to Donald LePage at [email protected] with copies sent to DAS PM Halina Harabasz at [email protected] and Dwight Bolton at [email protected].

All procurement/bid questions must be emailed to Mellanee Walton, DAS/Construction Services Procurement Unit, at [email protected]

End of Addendum No. 4

Mellanee Walton Mellanee Walton, Associate Fiscal Administrative Officer State of Connecticut Department of Administrative Services, Construction Services Office of Legal Affairs, Policy, and Procurement 450 Columbus Boulevard, Suite 1302 Hartford, CT 06103

E3

E4

E2

E1

A B C D

H2

H3

H1

(E) CONC MEP PAD TO REMAIN(TY

(N) PT 6X6 POST UP WITH 3'-0"x3'-0"x1'-0" FOOTING WITH 3-#5 EW BOTT(TYP X 3)

(N) POST TO BE FASTENED TO (E) CONC PAD WITH 2-SIMPSON STRONGTIE RETROFIT POST BASE (RPBZ)

(N) PIPE 3 STD POST UP NEXT TO (E) LALLY COLUMNS TO BE REMOVED

(E) POST UP

(E) POST UP

(E) POSTS UP TO BE STITCH-

BOLTED PER TYP DETAIL - TYP 6

LOCATIONS. SEE PHOTO P01

9'-2

"8'

-10

7/8"

10'-6

1/2

"8'

-8 1

/2"

8'-7

"8'

-7"

2'-0"

(N) POSTS UP WITH 3'-0"x3'-0"x1'-0" FOOTING WITH 3- #5 EW BOTT. CUT BACK (E) SLAB AS NEEDED.

8'-6 3/8" 10'-8" 8'-7 3/8" 7'-0 7/8"7'-1 3/8"7'

-3 1

/8"

61'-9

"

42'-0"

(N) 4" SLAB-ON-GRADE WITH WWF AND 15 MIL

VAPOR RETARDER (SEE DETAIL 2/S-100)

4S-100

3S-100

PLAN NOTES:

1. ALL EXISTING CONDITIONS TO BE VERIFIED IN FIELD BY CONTRACTOR.

2. (E) INDICATES EXISTING AND (N) INDICATES NEW

3. TIMBER DIMENSIONS PROVIDED ARE WIDTH x DEPTH

4. RSL INDICATES ROUGH SAWN LUMBER

5. NEW C5X SISTERS ARE TO BE INSTALLED ON 4 SUMMER BEAMS AND ONE C7X AT GIRT. SEE PLAN AND SECTIONS.

6. THE FOLLOWING INDICATES MASONRY:

7. THE FOLLOWING INDICATES CONTROL JOINT:

8. THE FOLLOWING INDICATES #4 x 3'0" T&B AT CORNERS:

EQEQ

2- (N) 12" X 12" CONCRETE STRONGBACKS WITH FTGS AT BULGING FDN WALL. SEE PHOTO P06

6S-100

(E) COLUMN TO BE REMOVED

(N) 6X6 PT POSTS UP

(E) COLUMN TO BE REMOVED

REINF WITH: 3-#5 LONGITUDINAL6-#5 TRANSVERSE

5S-100

5S-100

NOTE: SIMPSON STRONG-TIE STRUCTURAL CONNECTORS ARE USED AS BASIS OF DESIGN THROUGHOUT THESE DOCUMENTS. USE OF MITEK USP STRUCTURAL CONNECTORS OR ALPINE STRUCTURAL CONNECTORS IS ALSO ACCEPTABLE.

(E) S

LAB-

ON

-GR

ADE

(N) S

LAB-

ON

-GR

ADE

CJ CJ

CJ CJ

CJCJ

CJ

T.O.C.

7S-100

TEMP SUPPORT FIRST FLOOR FRAMING, CUT (E) POST, PLACE NEW FOOTING, AND PROVIDE NEW ANCHOR

(N) POSTS UP WITH 2'-0"x2'-0"x1'-0" FOOTING WITH 3- #5 EW BOTT. CUT BACK (E) SLAB AS NEEDED.

1'-6"

CJ CJ

CJ CJ

1'-0

"1'

-0"

PROVIDE #4 x 1'-6" DOWELS AT 32" oc. DRILL AND EPOXY WITH 6" EMBED. PROVIDE MIN 3

5'-8 1/4"

SEE DETAIL 3/S-100 FOR INTERFACE OF FLOATING SLAB WITH MASONRY

SEE CIVIL DRAWING 2/CX-103 FOR PORCH AND RAMP DETAILS

(N) PIPE 3 STD POST UP. THICKEN SLAB 2'-0"x2'-0"x1'-0" AT POST SIM TYP DETAIL. POST ALIGNS AT ALL LEVELS

6"1'

-6"

1'-0"1'-0"

3'-7

"

1

0 2' 4' 8' 16'

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

PROJECTNORTH

WW

F1

1/2"

CLR

(N) 4" MIN S.O.G.

(E) 2"-4" SAND

T.O.C. (N) TO APPROXIMATELY MATCH T.O.C. (E). SET T.O.C. (N) BASED ON LOWEST ELEVATION OF (E) CONC PADS. PROVIDE (N) HOUSEKEEPING PADS AS NEEDED TO ACCOMODATE (N) MEP EQUIPMENT. REFER TO M-103

NOTE: REMOVE ALL DEBRIS AND DELETARIOUS MATERIAL FROM (E) SAND. RAKE AND LEVEL AND PROVIDE GRAVEL INFILL IF NEEDED.

(N) 15 MIL VAPOR RETARDER

(E) POLYETHYLENE SHEET

NATURAL SOIL

WW

F1

1/2"

CLR

(E) CONC PAD

(E) 2"-4" SAND

(N) 15 MIL VAPOR RETARDER (E) POLYETHYLENE SHEET

NATURAL SOIL

(N) 1/2" PMF

TURN UP (N) VAPOR RETARDER & SECURE WITH TERMINATION BAR

(N) 4" SLAB-ON-GRADE WITH WWF

INWARD BOWING AT (E) FDN WALL - CLEAN AND REPOINT MASONRY PER ARCH PRIOR TO PLACING (N) STRONGBACKS

REINFORCE (E) GIRT CONNECTION WITH L6X6X5/16X0'-6" WITH 6-SDS SCREWS EACH LEG, SIM 3/S-102. (N) L6X EACH SIDE OF (E) GIRT

(E) WALL PLANK AT CLAPBOARDS

(E) TIMBER SILL

OF MAX BOW1'-0" MIN AT LOCATION

6"

1'-0

"

2X4 KEYWAY

6" MIN 1'-0" MIN

1'-0

" X 2

'-0" W

IDE

1 1/2"COVER

(N) CONCRETE STRONGBACK REINFORCED WITH 8-#5 VERT AND #3 TIES AT 10"oc + 2 TIES AT TOP AND BOTTOM. PROVIDE DOWELS TO FTG TO MATCH


NATURAL SOIL

MIN6" EMBED

2- #5 HOOKED DOWELS WITH 4" LEG AT 16"oc -DRILL AND EPOXY INTO MASONRY STONE (NOT MORTAR JOINT). 4 LOCATIONS

3"

2'-0

" CAP

3" CLR

3-#5 EW TOP AND BOTT

(N) SLAB WITH WWF AND VAPOR BARRIER PER 1/S-100

4" PERFERATED PIPE IN STONE WITH MIRAFI 140 N FILTER FABRIC (MUTUAL NW35 NON-WOVEN AND US 120 NW ARE ALSO ACCEPTABLE FILTER FABRICS). REFER TO DETAILS ON A-301

1'-0"

TO REMAIN

(E) 2'-0" CONC COLLAR

TO R

EMAI

N

(E)

3'-0

" CO

NC

CO

LLAR

CO

UR

SES

OF

FDN

WAL

L

(E) R

ECO

NST

RU

CTE

D U

PPER

1/2" PMF

TO R

EMAI

N

(E) 3

'-0" C

ON

C C

OLL

AR

CO

UR

SES

OF

FDN

WAL

L

(E) R

ECO

NST

RU

CTE

D U

PPER

TO REMAIN

(E) 2'-0" CONC COLLAR

DRESSED STONE AT BASEMENT. CLEAN AND REPOINT PER ARCH.

RUBBLE INFILL AT CORE/EXTERIOR FACE

REINFORCE (E) GIRT CONNECTION WITH L6X6X5/16X0'-6" WITH 6-SDS SCREWS EACH LEG, SIM 3/S-102. (N) L6X EACH SIDE OF (E) GIRT


(E) TIMBER SILL

(N) SLAB WITH WWF AND VAPOR BARRIER PER 1/S-100

(E) REPLACEMENT STONE ABOVE GRADE

1'-0"

4" PERFERATED PIPE IN STONE WITH MIRAFI FILTER FABRIC (MUTUAL NW35 NON-WOVEN AND US 120 NW ARE ALSO ACCEPTABLE FILTER FABRICS). REFER TO DETAILS ON A-301

1/2" PMF

(N) 4" S.O.G.


(E) MASONRY

(N) 1/2" PMF

(N) TERMINATION BAR RETARDER AT MASONRY

6"(E) 2"-4" SAND


NATURAL SOIL


NATURAL SOIL

1'-0

"

CUT BACK (E) SLAB FOR (N) FOOTING

(N) PT POST WITH SIMPSON STRONG TIE ELEVATED POST BASE

(N) WOOD POST FOOTING

(E) 2"-4"SAND

(E) SLAB

3'-0"

RENOVATIONSPRUDENCE CRANDALL MUSEUM

BI-RR-28

STATE OF CONNECTICUTDEPARTMENT OF ADMINISTRATIVE SERVICES

CANTERBURY, CT 06331

1358 BOSTON BOST ROAD, 2ND FLOOR, PO BOX 802OLD SAYBROOK, CT 06475

1 SOUTH CANTERBURY ROAD

CAD no.

drawing prepared by

project no.

project

drawing no.

approved by

drawn by

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date

drawing title

professional seal

GNCB CONSULTING ENGINEERS, P.C.As indicated

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Foundation and Slab-on-Grade

11/19/2019

MD/AJ

JFN

S-100

1904

4 Foundation and Slab-on-GradeS-100

1/4" = 1'-0"1FOUNDATION AND SLAB-ON-GRADEPLAN

R E V I S I O N S

mark date description1 4-30-2020 Addendum #4

1" = 1'-0"2 (N) SLAB-ON-GRADE

1" = 1'-0"4 (N) SLAB-ON-GRADE AT (E) MEP PAD

1" = 1'-0"6 SECTION AT (N) STRONGBACK

1" = 1'-0"5 TYP SECTION AT FOUNDATION WALL

1" = 1'-0"3(N) SLAB ON GRADE AT (E) CHIMNEYFOUNDATION WALLS

1" = 1'-0"7 (N) FOOTING AT (E) SLAB DETAIL

PROJECTNORTH

(E) 9"x5" + (N) 1 3/4" X 7 1/4" LVL SISTER

(E) 7

"x7"

(E) 7

"x7"

(E) 9

"x7"

+ (N

) 1 3

/4" X

5 1

/2" L

VL S

ISTE

R

(E) 4

"x5"

(E) 8

"x6"

(E) 8

"x6"

+ (N

) 1 3

/4" X

5 1

/2" S

ISTE

R

(E) 7"x6"

(E) 9"x6"

(E) 7

-1/2

"x6"

(E) 10"x6" SILL

(E) 7"x6"

(E) 8

"x6"

(E) 8

"x6"

+ (N

) 2"X

6" R

SL S

ISTE

R

(E) 6

"x5"

+ (N

) 2"X

6" R

SL S

ISTE

R

(E) 8

"x5"

+ (N

) 2"X

6" R

SL S

ISTE

R

(E) 9"x6"

(E) 4"x5" JSTS AT 30"oc + (N) 2"X6"

RSL SISTER

(E) 4

"x5"

+ (N

) 2"X

6" R

SL S

ISTE

R

(E) 6

X6

(E) 6

X6

(E) 6

"X6"

AT

24"

oc +

(N

) 2"X

6"

RSL

SI

STER

(E) 9

"x7"

(E) 7

"x6"

(E) 7

"x5"

(E) 7

"x6"

(E) 6x6 CRIBBING

(E) 4

"x6"

(E) 8

"x6"

(E) 7

"x6"

(E) 8

"x6"

(E) MISC. FILLER JSTS

(E) 5

"X7

1/2"

JST

S AT

26"

oc +

(N

) 2"X

6" R

SL S

ISTE

R

(E) 9

"x7"

HAL

LWAY

GIR

T

E3

E4

E2

E1

(N) PIPE 3 STD POST UP - PROVIDE SOLID BLOCKING AT FLOOR FIT TIGHT TO (N) POSTS

A B C D

H2

H3

H1

(E) 5

"X7

1/2"

JST

S AT

26"

oc +

(N

) 2"X

6" R

SL S

ISTE

R

(E) 4"x6" JSTS AT 22"oc + (N)

2"X6" RSL SISTER

(E) 9"x6"

(E) 4"x5" JSTS AT 30"oc + (N)

2"X6" RSL SISTER

(E) 7"x6"

(E) 6x6 CRIBBING

(E) 7"x6"

(E) 7"x6"

(E) 9

"x7"

HAL

LWAY

GIR

T

(E) 5

"X6"

AT

24"o

c +

(N)

2"X6

" RSL

SI

STER

(E) 4"x5" JSTS AT 24"oc

(E) FIELDSTONE MASONRY WALL WITH 10"X6" TIMBER

SILL PLATE - 4 SIDES

(E) 4"X4" JSTS AT 26"oc

OPEN FOR STAIRS

(E) POST DOWN

(N) HSS3X1 1/2 X 1/4 UP - 4 LOCATIONS. LOCATE POSTS BASED ON (E) DOORJAMBS LOCATIONS ABOVE AND REQUIREMENTS OF TYPICAL DETAILS ON S-300

(E) POSTS DN WITH 2 1/2"X5"

KICKERS

(E) POSTS DN -PROVIDE 2-2X SOLID BLOCKING BETWEEN (E) JSTS. SEE PHOTO P05

(E) CONC COLLAR AT GRADE (APPROX. 22" BELOW (E) CLAPBOARDS):24" WIDE X 36"DEEP -TO REMAIN

(N) 6X6 POST DOWN ALIGNED WITH (N) HSS3X1 1/2 X 1/4 UP - 2 LOCATIONS. LOCATE POSTS BASED ON (E) DOORJAMB LOCATIONS ABOVE.

(N) 6X6 POST DOWN AT (E) STAIR FRAMING INTERSECTION

1 1

11

1 1

2

1 1

1 1

11

1

1

1

3

3

4

5

6

4

(E) 5" X 7 1/2" JST + (N) 2"x6" RSL SISTER

3

6

(N) PIPE 3 STD POST DN NEXT TO (E) LALLY COLUMNS TO BE REMOVED

(N) HSS 3X1 1/2X1/4 DN

(N) 2-1 3/4" X 7 1/2" X 8'-0" LVL SISTER - TYP 2 LOCATIONS. ANCHOR WITH SDS SCREWS AT 8"oc STAGGERED T&B

ALL (E) JOISTS TO BE CLIPPED WITH 2-A35 CLIPS- EACH END

SEE PHOTO P03

PLAN NOTES:




4. RSL INDICATES ROUGH SAWN LUMBER.

2'-3"

NOTE: FOR WALL PENETRATIONS, DO NOT

EXCAVATE MORE THAN 3'-0" AROUND FOUNDATION

PERIMETER AT A SINGLE TIME.

5S-100

TYP FDN WALL SECTION

2S-101

5S-100

2- (N) 12" X 12" CONCRETE STRONGBACKS WITH FTGS AT BULGING FDN WALL. SEE PHOTO P06

6S-100

(N) 2-2X6 HEADER

TYPICAL

(N) PIPE 3 STD DN

(E) POSTS DN


SEE CIVIL DRAWING 2/CX-103 FOR PORCH AND RAMP DETAILS

PROVIDE #4 x 1'-6" DOWELS AT 32" oc. DRILL AND EPOXY WITH 6" EMBED. PROVIDE MIN 3

(N) PIPE 3 STD POST UP/DN-PROVIDE SOLID BLOCKING AT FLOOR FIT TIGHT TO (N) POST. POST ALIGNS AT ALL LEVELS 1

0 2' 4' 8' 16'


SYMBOL DESCRIPTION

1 REINF. (E) END CONNECTION WITH 2-L6X6X5/16 WITH SDS SCREWS- SEE PHOTO P07. SIM 3/S-102

REPAIR SCHEDULE

2 CLEAN (E) HANGER AND INFILL ALL OPEN HOLES - SEE PHOTO P04

3 STITCH BOLT (E) POST FULL HEIGHT PER TYP DETAIL ON S-300

4 PROVIDE (N) 1/4" X 3'-0" STEEL PLATE EA SIDE (E) SPLICE IN BEAM. BLOCK SOLID AS NEEDED - SEE PHOTO P02

5 PROVIDE (N) 2"X6" LEDGER TO SUPPORT (E) SHIFTED WALL PLANK ABOVE- SEE PHOTO P03

6 STITCH BOLT BEAM FULL LENGTH SIM TO TYP DETAIL ON S-300

UPPER COURSES OF REBUILT STONE WALL


(E) TIMBER SILL (SIM AT INTERIOR GIRTS)

WIT

H S

PLIT

(E) J

ST

INSTALL (N) SISTER TIGHT TO UNDERSIDE OF (E) DUSTBOARDS

SIST

ER(N

) 6"

1 1/

2"TY

P

4" 4"

8"

FASTEN (N) SISTER WITH SDS SCREWS AT 8"oc STAGGERED T&B. SCREWS TO HAVE MIN 1 1/2" EMBED

(N) A35 CLIP EACH SIDE

STANDARD STRUCTURAL ABBREVIATIONS

AFF ABOVE FINSIH FLOORALT ALTERNATEALUM ALUMINUMANCH ANCHORAPPR APPROVEDAPPROX APPROXIMATEARCH ARCHITECT/ARCHITECTURALASPH ASPHAULT@ ATAVG AVERAGEBSMT BASEMENTBM BEAMBRG BEARINGBTWN BETWEENBLK BLOCKINGBOTT BOTTOMBOF BOTTOM OF FOOTINGBIT BITUMINOUSBLDG BUILDINGCAP CAPACITYCIP CAST IN PLACECLG CEILINGCEM CEMENTCL CENTERLINECTR CENTERC TO C CENTER TO CENTERCLR CLEARCHAM CHAMFERCTRD CENTEREDCOL COLUMNCONC CONCRETECMU CONCRETE MASONRY UNITCONN CONNECTIONCONST CONSTRUCTIONCJ CONTROL JOINTCONTR CONTRACTORCONT CONTINUOUSCOV COVERCF CUBIC FOOT/FEETCY CUBIC YARD(S)DL DEAD LOADDAB DEFORMED ANCH BARDEFL DEFLECTIONDEG DEGREEDTL DETAILDEPR DEPRESSIONDIAG DIAGONALDIA DIAMETERDIM DIMENSIONDO DITTODWL DOWELDN DOWNDWG DRAWINGEA EACHEF EACH FACEEW EACH WAYEL ELEVATIONEOS EDGE OF SLAB

ELEV ELEVATOREXIST EXISTINGEJ EXPANSION JOINTF.D. FLOOR DRAINFF FAR FACEFT FEET, FOOTFP FIREPROOFINGFIN FINISHF.F. FINISH FLOORFTG FOOTINGFND FOUNDATIONFRMG FRAMINGGA GAGEGALV GALVANIZEDGC GENERAL CONTRACTORGLU LAM GLUE LAMINATEDGR GRADEGR BM GRADE BEAMGYP GYPSUMHAS HEADED ANCHOR STUDHK HOOKHORIZ HORIZONTALHSS HOLLOW STRUCTURAL SECTIONIN INCHINCL INCLUDEID INNER DIAMETERINT INTERIORIF INNER FACEINV. INVERTJT JOINTKD KILN DRIEDLT WT LIGHT WEIGHTLL LIVE LOADLF LINEAR FEETLSL LAMINATED STRAND LUMBERLLH LONG LEG HORIZONTALLLV LONG LEG VERTICALLVL LAMINATED VENEER LUMBERLWC LIGHT WEIGHT CONCRETEMANUF MANUFACTURERMAS MASONRYMATL MATERIALMAX MAXIMUMMECH MECHANICALMIN MINIMUMMTL METALMISC. MISCELLANEOUSMTD MOUNTEDNF NEAR FACENORM WT NORMAL WEIGHTNIC NOT IN CONTACTNO. OR # NUMBERNTS NOT TO SCALENWC NORMAL WEIGHT CONCRETEoc ON-CENTEROPNG OPENINGOPP OPPOSITEOF OUTSIDE FACE

OD OUTSIDE DIAMETEROSB ORIENTED STRAND BOARDPERP PERPENDICULARPLF POUNDS PER LINEAR FEETPLYWD PLYWOODPEN PENETRATIONPCS PIECESPL PLATEPMF PREMOLDED FILLERPROJ PROJECTIONPT PRESSURE TREATEDLB POUNDPSF POUNDS PER SQUARE FOOTPSI POUNDS PER SQUARE INCHPCF POUNDS PER CUBIC FOOTPAF POWER ACTUATED FASTENERP/C PRECASTPDF POWER DRIVEN FASTENERPREFAB PREFABRICATEDPSL PARALLEL STRAND LUMBERP/S PRESTRESSEDP/T POST-TENSIONEDPL PROPERTY LINEQTY QUANTITYR RADIUSREBAR REINFORCING BARREINF REINFORCINGREQD REQUIREDSECT SECTIONSPEC SPECIFICATIONSLV SHORT LEG VERTICALSOG SLAB ON GRADESQ SQUARESIM SIMILARSF SQUARE FOOT/FEETSTL STEELSTD STANDARDSTIFF STIFFENERSTIRR STIRRUPSTRUC STRUCTURALSYMM SYMMETRICALT&B TOP AND BOTTOMTEMP TEMPORARYT&G TONGUE AND GROOVETHK THICK, THICKNESSTOC TOP OF CONRETETOF TOP OF FOOTINGTOL TOP OF LEDGETOS TOP OF STEELTOW TOP OF WALLTHRU THROUGHTOPG TOPPINGTYP TYPICALTS TUBE STEELUNO UNLESS NOTED OTHERWISEVERT VERTICALWPRF WATERPROOFWD WOOD

WP WORKING POINTWT WEIGHTW/ WITHWWF WELDED WIRE FABRICW/O WITHOUTYD YARD


BI-RR-28





CAD no.

drawing prepared by

project no.

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drawing no.

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drawn by

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date

drawing title

professional seal


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First Floor Framing Plan

11/19/2019

MD/AJ

JFN

S-101

1904

4 First Floor Framing PlanS-101

1/4" = 1'-0"1 First Floor Framing Plan

R E V I S I O N S


1" = 1'-0"2SECTION AT (N) 1ST FLOOR JST SISTERTYPICAL

STANDARD ABBREVIATIONS

PROJECTNORTH

(E) 4"x6" JSTS AT 24" o.c.

(E) 1

2"x7

" SU

MM

ER B

EAM

TYP (E) 4"X7" HALLWAY JOISTS AT

21" o.c.

(E) 7" X 7" TIMMER

(E) 4

"X7"

JO

ISTS

AT

22"o

.c. +

/-(T

YP

NO

RTH

& S

OU

TH

SID

ES)

(E) 7" X 7" TRIMMER

E3

E4

E2

E1

(N) PIPE 3 STD POST UP/DN



(E) 4"x6" JSTS AT 24" o.c.

A B C D

H2

H3

H1

2S-102

2S-102

2S-102

2S-102

OPEN FOR STAIRS

TYP 4 SIDES(E) 7" X7" GIRT

(E) 7"x7" CONT HALLWAY GIRT SERVES AT (E)

ROOF TIE BEAM

(E) 7"X7" CHIMNEY GIRT


(N) HSS 3X1 1/2 X 1/4 IN WALL UP & DN

SEE TYP DETAIL ON S-300

(E) POST UP & DN - 4 LOCATIONS AT

CORRIDOR

(E) 7"X7" SUMMER BEAM + (N) 2-C5X9 REINF.




OPEN FOR STAIRS

(E) CHIMNEY UP

(E) 7

" X 7

" HD

R

(E) PORTICO ROOF BELOW

(N) HSS 3X1 1/2 X 1/4 IN WALL UP & DN

(N) HSS 3X1 1/2 X 1/4 IN WALL UP

(N) 2-C7X9.8 REINF.

DO

OR

JAM

B6"

MAX

OFF

(E)

DO

OR

JAM

B6"

MAX

OFF

(E)

CONFIRM (E) POST LOCATION IN WALL. PROVIDE (N) CONNECTION TO (E) POST

DO

OR

JAM

B6"

MAX

OFF

(E)

DO

OR

JAM

B6"

MAX

OFF

(E)

PLAN NOTES:






3S-102

3S-102

3S-102

SIM

4S-102

5S-102

ALLOWABLE LIVE LOAD: 30 PSF

- NO STORAGE

-MAX OCCUPANCY 2ND FLOOR MAIN HOUSE = 14 PEOPLE-MAX OCCUPANCY 2ND FLOOR ELL = 10 PEOPLE


(N) PIPE 3 STD POST UP/DN-PROVIDE SOLID BLOCKING AT FLOOR FIT TIGHT TO (N) POST. POST ALIGNS AT ALL LEVELS

1

0 2' 4' 8' 16'


SHORE JST ENDS, REMOVE LATH,PLASTER, CUT JSTS AND

GIRDER(E) 7" X 7"

(N) C5X9 PLUS SOLID WOOD BLOCKING (ATTACH WITH SIMPSON SDS SCREWS WITH 1 1/2" EMBED AT 8"oc)

SIMPSON A34 FRAMING CLIP EACH SIDE OF JOIST END

(E) 4" X 7" JST

SHIM SPACE- SHIM TIGHT

3/8" X 4" X 4" BOTTOM PLATES AT 16"oc STAGGERED

1/4

1/4TYP

NOTE:

INSTALL C5X. CUT AND REPAIR PLASTER PER ARCH

6"

REPAIR FINISHES PER ARCH

NOTE: (E) JSTS NOT SHOWN FOR CLARITY

(N) L6x6x5/16x0'-6" WITH 6-SDS SCREWS EACH LEG. SDS SCREWS TO HAVE MIN 1 1/2" EMBED

NOTE: SCREWS TO BE SIMPSON STRONGTIE SDS x 2 1/2" (MIN) LONG IN 0.273" MAX PREDRILLED OR PREPUNCHED HOLES. LOCATE SCREWS WITH MIN EDGE DISTANCES & SPACING PER MANUFACTURER'S REQUIREMENTS. PROVIDE 1/2" STAGGER BETWEEN SCREWS ON EACH FACE OF SUMMER BEAM.

(E) SUMMER BEAM WITH DUST BOARDS AND PLANK

4" 4"

6 SCREWS(N) C5x9 WITH BOTT PLATES

(E) 7"x7" GIRD

(E) PLANK ABOVE AND BELOW

GIRDER(E) 7" X 7"

TEMP SHORE AT JSTS, CUT BACK, AND FASTEN TO FLOCKING AT (N) C7x9.8 WITH A35 CLIPS- ONE EACH SIDE

EXISTING 7"x7" SUMMER BEAM AND (N) C5x9 WITH BOTT PLATES AT 16"oc

SHIM SPACE

3/8" X 6" X 0'-7" BOTTOM PLATES TO SUPPORT (E) SUMMER BEAM AND 3/8"x4"x4" BOTT PLATES AT 16"oc SIM TO 2/S-102

(N) HSS IN WALL ABOVE

TEMP SHORE (E) SUMMER BEAM, CUT BACK, AND FASTEN TO BLOCKING AT (N) C7x9.8 WITH A35 CLIPS- ONE EACH SIDE

(E) DUST BOARDS AND PLANK

3/8" X 4" X 0'-7" BOTTOM PLATES TO SUPPORT (E) SUMMER BEAM AT 16" oc AND AT JST SPACING

1/4"

1/4"PL TO C7X

(E) DUST BOARDS AND PLANK

(E) POST UP

(E) POST DOWN

NOTE: (E) JSTS AND TRIMMER NOT SHOWN FOR CLARITY

3/8"x6"x0'-8" BOTTOM PLATE TO SUPPORT(E) TRIMMER (NOT SHOWN). SHIM TIGHT. CLIP TRIMMER TO BLOCKING WITH 2-A35 CLIPS SIM TO 4/S-102

4" 4"

(N) C7x9.8OVERLAP (E) POST

STAIRS

8 SDS SCREWS TO (E) TIMBER

1/4"

1/4"PL TO C7X


BI-RR-28





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Second Floor Framing Plan

11/19/2019

MD/AJ

JFN

S-102

1904

4 Second Floor Framing PlanS-102

1/4" = 1'-0"1 Second Floor Framing Plan

1" = 1'-0"2 C5x9 REINFORCEMENT DETAIL

R E V I S I O N S


1" = 1'-0"3 SUMMER BEAM SECTION AT END GIRT

1" = 1'-0"4 C7X9.8 REINFORCING DETAIL1" = 1'-0"5 SECTION

PROJECTNORTH

(E) 1 1/4" X 4" RAFTER TIES AT

30" o.c. +/-

(E) 7"x7" TRIMMER

(E) 3

1/2

" X 4

" JO

ISTS

AT

25"

o.c

(TYP

)

(E) ROOF POSTABOVE (TYP 8 LOCATIONS)

(E) POST BELOW HALLWAY GIRT (4 LOCATIONS)

(E) 7"x7" CONT HALLWAY GIRT SERVES AT (E)

ROOF TIE BEAM

(N) HSS IN WALL BELOW, (E) POST UP

E3

SLOPED ROOF ELL ATTIC SLOPED ROOF

E4

E2

E1

(E) PLYWOOD AT (E)WALKWAY FRAMED WITH 2X6 AT 32"oc ON TOP OF (E) ATTIC JSTS

(N) PIPE 3 STD POST UP/DN - TYP 4 LOCATIONSPROVIDE SOLID BLOCKING IN FLOOR

OPEN

(N) POST UP AND DOWN TO REPLACE (E) HANGER ROD UP

(N) POST DN LOCATED WITHIN EXISTING DOOR -SEE ARCH FOR RECONFIGURED DOOR

A B C D

2S-103

H2

H3

H1

STITCH-BOLT CHECKED POST UP PER TYP DETAIL ON S-300- SEE PHOTO P08 ON S-200

STITCH-BOLT CHECKED POST UP PER TYP DETAIL ON S-300

(E) 7"x7" TRIMMER

OPEN FOR

STAIRS

PLATE - TYP 4 SIDES(E) 7" X7" WALL



(N) HSS 3X1 1/2 X 1/4 IN WALL BELOW,

(E) POST UP

(N) 6X6 POST UP TO (N) RIDGE - ALIGN

WITH (E) POST BELOW

(E) CHIMNEY UP





2S-102

2S-102

2S-102

2S-102

NUMBER, REMOVE, AND STORE (E) DUSTBOARDS AND FLOOR PLANKS. PROVIDE HARDWOOD SHIMS AT TOP OF (E) FRAMING TO LEVEL FLOOR. REINSTALL (E) DUSTBOARDS AND FLOOR PLANKS. REPLACE DETERIORATED OR DAMAGED MEMBERS IN KIND. SEE PHOTO P09

BASE OF (E) POSTS UP SEPARATED FROM SUMMER BEAM - SHIM TIGHT (TYP AT FOUR CORNER POSTS SITTING ON SUMMER BEAMS-SEE PHOTO P08 ON S-200


STAG

GER

1'-0

" MAX

STA G

GER

1'-0

" MAX

STA G

GER

1''0

" MAX

STA G

GER

1'-0

" MAX

PLAN NOTES:




4. RSL INDICATES ROUGH SAWN LUMBER.

3S-102

TYPICAL

3S-102


(N) PIPE 3 STD POST UP/DN- PROVIDE SOLID BLOCKING AT FLOOR FIT TIGHT TO (N) POST. POST ALIGNS AT ALL LEVELS

1

0 2' 4' 8' 16'


(N) SHEATHING+ (N)ROOFING PER ARCH

(E) LOOSE DUST BOARDS + (E) LOOSE PLANKING TO BE REMOVED, SHIMMED TIGHT, AND REINSTALLED- SEE PHOTO P09 ON S-200

(E) RAFTER

(E) ATTIC FRAMING


BI-RR-28





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Attic Floor Framing Plan

11/19/2019

MD/AJ

AJ

S-103

1904

4 Attic Floor Framing PlanS-103

1/4" = 1'-0"1 Attic Framing Plan

1" = 1'-0"2 SECTION AT EAVE

R E V I S I O N S


PROJECTNORTH

(E) 6"x6" RIDGE + (N) 3 - 1 3/4" X 9 1/2 " LVL

RIDGE BELOW

(E) CROSS TIE 6"x7" (4 LOCATIONS)(E) ROOF

HATCH

(E) DIAGONAL BRACE BELOW CROSS TIE -2 1/2"X4" (BOTH SIDES OF 4 CORNER POSTS)

CHIMNEY CORBELS SLOPE FROM ATTIC UP TO ROOF (TYP EACH SIDE)

(E) CROSS TIE BRACE BELOW 2 3/4"x4" - REPLACE 2 MISSING BRACES IN KIND

(E) 6

"X5"

HIP - TYP 4

SIDES W

ITH (N) 2

-A35

CLIPS AT TOP

CONNECTION

(E) 3 1/2" X 6" RAFTERS AT 32"oc (TYP 4 SIDES, LOWER

AND UPPER ROOF)

(E) 6"X7 1/2" PURLIN (TYP EAST AND WEST)

(E) 8"X8" GUNSTOCK POST DN (TYP X 8)

E3

(E) 4"X6" RAFTERS AT 36"oc

ATTIC

(E) 4"X6" RAFTERS AT 36"oc

E4

E2

E1

(N) PIPE 3 STD POST DN

(N) PIPE 3 STD POST DN NEXT TO (E) 3/4" DIA. HANGER ROD

(N) PIPE 3 STD POST DN

LVL

RID

GE

BEAM

(E) 5

-SID

ED R

IDG

E BE

AMW

ITH

(N) 3

-1 3

/4" X

9 1

/2"

LVL

RID

GE

BEAM

(E) 5

-SID

ED R

IDG

E BE

AMW

ITH

(N) 3

-1 3

/4" X

9 1

/2"

2S-104

(N) 1-SIMPSON A35 CLIP EACH (E) RAFTER TO (E) RIDGE (TYP AT ELL)

(E) RAFTERS SIT ON (E) 11"X2" OVERHANG PLATE ON TOP OF (E) 6"X6" TOP WALL PLATE (TYP 4 SIDES)PL

ATE

(E)

11" O

VER

HAN

G

PLAT

E (E

)7"

WAL

L

A B C D

RAFTERS SUPPORT (E) DORMERS - NOT

SHOWN FOR CLARITY

2S-103

H2

H3

H1

CANT'L CANT'L

(N) 6X6 POST DOWN TO (E) POST BELOW ATTIC

(N) 6X6 POST DOWN TO (E) POST BELOW ATTIC

(N) 1-A35 CLIP (E) LOWER & UPPER RAFTERS TO (E) PURLIN & (E) HIP (TYP ALL SIDES)

STITCH-BOLT CHECKED POST PER TYP DETAIL ON S-300

STITCH-BOLT CHECKED POST PER TYP DETAIL ON S-300


3S-104

4S-104

(N) SOLID BLOCKING BETWEEN (N) 3-LVL AND (E) FRAMING

4'-8 5/8" 1 3/4"

(N) 1-SIMPSON A35 CLIP EACH (E) RAFTER TO (E) RIDGE (TYP AT HOUSE)

5S-104

PLAN NOTES:






6. THE FOLLOWING INDICATES MASONRY:

7. (N) 5/4x4 SHEATHING TO BE ANCHORED WITH 2- 10d NAILS AT EACH RAFTER AND TO BE MIN 3-SPAN CONT WITH JOINTS STAGGERED

2S-104

SIM


(N) PIPE 3 STD POST DN. POST ALIGNS AT ALL LEVELS

1

0 2' 4' 8' 16'


(E) RAFTER CENTER TENON

(N) SHEATHING + (N ROOFING PER ARCH

(E) 5-SIDED RIDGE BEAM WITH MORTISES FOR RAFTER CONNECTIONS

INSTALL (N) 3-LVL TIGHT TO LOWEST POINT OF (E) RIDGE BEAM. SHIM TIGHT WITH HARDWOOD OR ENGINEERED LUMBER SHIMS TO ACCOUNT FOR EXISTING DEFLECTIONS.

(N) POST WITH 1/2" X 6" X 0'-8" CAP PLATE WITH 4-5/8" DIA. X 2 1/2" LAG SCREWS IN PREDRILLED HOLES

1"3"

7/8"

1 3/4"

4"4"

8"

A

PLAN A

BUILT-UP 3-LVL: FASTEN WITH 2 1/2" SIMPSON SDS SCREWS AT 8"oc STAGGERED T&B EACH FACE. STAGGER SCREWS ON OPPOSITE FACES OF BEAM

(N) A35 CLIP TYPICAL

WOOD POST AT MAIN HOUSE RIDGE

1/4" DIA. LAG SCREWS AT 18" oc STAGGERED WITH MIN 2" EMBED

LVL

(N) 3

- 9 1

/2"

RID

GE

(E) 5

-SID

ED

(E) RAFTERS (SHIMS AND CLIPS NOT SHOWN FOR CLARITY - REFER TO SECTION AT ELL RIDGE)

WALL(E) 6" STUD

(N) PIPE 3 STD POST WITH 1/2" X 5 1/4" X 0'-8" CAP PLATE WITH 4-5/8" DIA. X 2 1/2" LAG SCREWS IN PREDRILLED HOLES. POST ALIGNS AT ALL LEVELS

(E) HORIZONTAL SHEATHING

1

(E) RAFTERS (SHIMS AND CLIPS NOT SHOWN FOR CLARITY - REFER TO SECTION AT ELL RIDGE)

OFFSET4 1/2"

(N) PIPE 3 STD POST NEXT TO (E) HANGER ROD WITH 1/2" X 6" X 0'-8" CAP PLATE WITH 4-5/8" DIA. X 2 1/2" LAG SCREWS IN PREDRILLED HOLES

(E) HANGER ROD TO REMAIN

(E) 5-SIDED RIDGE CUT SHORT OF (E) HANGER ROD

LVL

(N) 3

- 9 1

/2"

STOP INTERIOR (N) LVL SHORT OF (E) ROD

MAX1"

BUILT-UP 3-LVL: FASTEN WITH 2 1/2" SIMPSON SDS SCREWS AT 8"oc STAGGERED T&B EACH FACE. STAGGER SCREWS ON OPPOSITE FACES OF BEAM. PROVIDE 6 SCREWS NEAR (E) HANGER ROD WHERE INTERNAL LVL TO BE CUT SHORT

8" 8"

(N) SHEATHING + (N) ROOFING PER ARCH

2" CANT'L

OF CHIMNEY

(E) RIDGE STOPS SHORT

B

C

(N) SHEATHING + (N) ROOFING PER ARCH

INSTALL (N) 3-LVL TIGHT TO LOWEST POINT OF (E) RIDGE BEAM. SHIM TIGHT WITH HARDWOOD OR ENGINEERED LUMBER SHIMS TO ACCOUNT FOR EXISTING DEFLECTIONS.

BUILT-UP 3-LVL: FASTEN WITH 2 1/2" SIMPSON SDS SCREWS AT 8"oc STAGGERED T&B EACH FACE. STAGGER SCREWS ON OPPOSITE FACES OF BEAM

(N) A35 CLIP

SIMPSON BC6 POST CAP

NOTE: CLIP BASE OF (N) 6X6 POST TO (E) 7" GIRT AT ATTIC WITH 2-A35 CLIPS. LOCAL REMOVAL AND REPLACEMENT

OF ATTIC FLOOR SHEATHING AND DUSTBOARDS REQUIRED. ANCHOR (N) POST DIRECTLY TO (E) GIRT.


BI-RR-28





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drawing prepared by

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drawing no.

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Roof Framing Plan

11/19/2019

MD/AJ

JFN

S-104

1904

4 Roof Framing PlanS-104

1/4" = 1'-0"1 Roof Framing Plan

1" = 1'-0"2 SECTION AT RIDGE

R E V I S I O N S


1" = 1'-0"3 ELL POST AT EXTERIOR WALL

1" = 1'-0"4 SECTION AT ELL HANGER ROD

1" = 1'-0"5 SECTION AT RIDGE

ENGINEERED WOOD

1. ALL ENGINEERED LUMBER SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES:

ENGINEERED WOOD PROPERTIES

2950LVL 750

Fb(psi)

Fc PARR(psi)

1250 125

Fc PERP(psi)

Fv(psi)

1.9E6

E(psi)

DEEP CHECK

6"

1/2" DIA. LAG SCREWS AT 12"oc STAGGERED EACH

SIDE OF CHECK. STAGGER SCREWS ON EACH FACE AND ON EACH SIDE OF

POST - STITCH FULL HEIGHT OF CHECK

2" SHORT TYP

6"6"

1'-0

"

1 1/2"

6"6"

1'-0

"

BOTTOM OF POST

(N) STEEL POST AT CL OF (E) GIRT. PROVIDE 1/2" X 5" X 0'-8" CAP AND BASE PLATES WITH 4-5/8" DIA. X 2 1/2" LAG SCREWS IN PREDRILLED HOLES

AT DIFFERENT FLOORS

1'-0" MAX STAGGERALLOWED BETWEEN POSTS

CAP & BASE PLATES TO BE TIGHT TO (E) GIRTS. PARTIAL REMOVAL & REINSTALLATION OF FLOORBOARDS, DUSTBOARDS, AND ARCHITECTURAL TRIM REQUIRED. DO NOT INSTALL (N) POST ON TOP OF (E) FLOORING OR TIGHT TO ANY FINISHES.

NOTE: STEEL SHIMS UP TO 3/4" THICK ARE ALLOWED TO ACCOUNT FOR

EXISTING DEFLECTIONS. ALL SHIMS TO BE PRE-DRILLED TO MATCH ANCHOR PLANS FOR CAP AND BASE PLATES

FIEL

D-V

ERIF

YAL

L LO

CAT

ION

S

D

D/3

3/4"

WW

F1

1/2"

CLE

AR STOP WWF AT JOINT

PAINT WITH CURING COMPOUND BEFORE ADJACENT SLAB IS PLACED

APPROVED VAPOR BARRIER. INTERIOR SLABS ONLY.

D

D/4

SAW CUT AS SOON AS CONCRETE WILL NOT RAVEL (24 HRS MAX)W

WF

1 1/

2" C

LR

CUT EVERY OTHER WIRE CROSSING CJ

8"

4"

8" REINFORCING MESH 2 LAYERS 6x6-W2.0xW2.0 WWF

#5 REBAR ANCHOR DRILLAND EPOXY GROUT INTOSTRUCTURAL SLAB PROVIDEAT 6'-0" CENTERS ALONGEDGES (MIN. 4 PER PAD)

SEE ARCH OR MECH DRAWINGS FORLOCATIONS AND SIZES

TYPICAL CONCRETEHOUSE KEEPING PAD

NATURAL SOIL

(N) PT POST WITH SIMPSON STRONG TIE ELEVATED POST BASE

WW

F1

1/2"

CLR

(N) 4" S.O.G. WITH WWF

(E) 2"-4" SAND



3'-0"

3-#5 EW BOTTTHICKEN (N) SLAB TO 1'-0"

1"

NATURAL SOIL

WW

F1

1/2"

CLR

(N) 4" S.O.G. WITH WWF

(E) 2"-4" SAND



3'-0"

3-#5 EW BOTTTHICKEN (N) SLAB TO 1'-0"

1"

6 1/2"

1"

8 1/2"

8 1/2"

1/2" BASE PLATE WITH 3/4" - 1 1/2" NON-SHRINK GROUT

4- 1/2" DIA EXP ANCHORS (TYPICAL)

3/4" NON-SHRINK GROUT

4" EMBED

GENERAL1. 2018 STATE OF CONNECTICUT STATE BUILDING CODE AND SUPPLEMENT.

2. THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING AND BRACING TO MAINTAIN THESTABILITY, SAFETY, AND LATERAL LOAD RESISTANCE OF THE BUILDING AND ITS INDIVIDUALCOMPONENTS THROUGHOUT CONSTRUCTION.

3. DIMENSIONS AND DETAILS SHALL BE CHECKED AGAINST ARCHITECTURAL DRAWINGS.

4. THE CONTRACTOR SHALL VERIFY AND COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS,SLEEVES AND ANCHOR BOLTS AS REQUIRED BY ALL TRADES. OPENINGS NOT SPECIFICALLYSHOWN SHALL BE APPROVED BY THE ARCHITECT AND ENGINEER.

5. FOR RENOVATIONS AND ADDITIONS, THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS ANDEXISTING CONDITIONS AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES PRIORTO PERFORMING WORK.

6. DIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ARE GENERALLY OBTAINED FROM THEARCHITECT AND ARE INCLUDED AS INFORMATION COMPLEMENTARY TO THE ARCHITECTURALDRAWINGS. LAYOUT OF BUILDING FOUNDATIONS OR OTHER ITEMS MAY BY MADE USING THEDIMENSIONS SHOWN ON THE STRUCTURAL DRAWINGS ONLY IF THE CONTRACTOR HAS COMPAREDTHESE DRAWINGS WITH THE ARCHITECTURAL DRAWING AND HAS RECEIVED CLARIFICATION, FROMTHE ARCHITECT, REGARDING ANY ERRORS, INCONSISTENCIES, OR OMISSIONS.

7. DO NOT SCALE DRAWINGS TO OBTAIN INFORMATION.

8. SEE ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR WATER/DAMP-PROOFING ANDFIREPROOFING REQUIREMENTS.

DESIGN CRITERIA1. DESIGN LIVE LOADS:

FIRST FLOOR: 50 PSF

SECOND FLOOR: 30 PSF- NOSTORAGE

ATTICS NO STORAGE -ACCESS FORMAINTENANCEONLY

2. SNOW LOADS:

GROUND SNOW LOAD: Pg =35

IMPORTANCE FACTOR: Is = 1.0

FLAT ROOF SNOW LOAD: Pf = 30 PSF

SNOW EXPOSURE FACTOR: Ce = 1.0

THERMAL FACTOR: Ct = 1.0

3. WIND LOADS:

NOMINAL DESIGN WIND SPEED (3 SEC GUST, ASD): 105 MPH

WIND EXPOSURE CATEGORY: C

WIND IMPORTANCE FACTOR: Iw = 1.15

REINFORCED CONCRETE1. ALL CONCRETE IS DESIGNED BY ULTIMATE STRENGTH METHODS PER ACI

318 AND SHALL BE NORMAL WEIGHT (UNLESS INDICATED AS LIGHT WEIGHT ON PLANS) AIR ENTRAINED WITH A 28 DAY COMPRESSIVE

STRENGTH AS FOLLOWS:

WALLS AND FOUNDATIONS 3000 PSI

INTERIOR SLABS ON GRADE 3500 PSI

2. ALL REINFORCING BARS SHALL BE HIGH STRENGTH DEFORMED BARSASTM A 615 - GRADE 60 U.N.O.

3. REINFORCING BARS FOR WELDING TO STRUCTURAL STEEL SHALL BEASTM A706 WELDABLE REINFORCING.

4. DETAIL ALL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL - 1988."SHOW ON THE PLACING DRAWINGS THE NUMBER AND LOCATION OF ALLBAR SUPPORTS AND ACCESSORIES NECESSARY TO SUPPORTREINFORCEMENT IN POSITIONS INDICATED.

5. MINIMUM CONCRETE PROTECTION FOR REINFORCEMENT WHEN NOTOTHERWISE INDICATED SHALL BE:

CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH OF WEATHER: 3"

CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH OF WEATHER -BARS #5 AND SMALLER:

1 - 1/2"

CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH OF WEATHER -BARS LARGER THAN #5

2"

SLABS, WALLS NOT EXPOSED TO EARTH OR WEATHER: 3/4"

6. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILEDOR APPROVED BY THE STRUCTURAL ENGINEER. REBAR DEVELOPMENT /SPLICE LENGTH SHALL BE AS SHOWN IN THE TABLES AT THE END OFTHIS SECTION UNLESS OTHERWISE NOTED. MAKE ALL BARSCONTINUOUS AROUND CORNERS.

STEEL1. ALL STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING

UNLESS NOTED OTHERWISE ON THE DRAWINGS:

ALL ROLLED SECTIONS (EXCEPT WF): ASTM A36

TUBULAR SECTIONS: ASTM A500, GRADE B

PIPE SECTIONS: ASTM A53, GRADE B

ANCHOR RODS: ASTM F1554, GRADE 55

MISC. PLATES AND CONNECTION MATERIALS: ASTM A36

2. STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC SPECIFICATION FOR STRUCTURAL

STEEL

3. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO THE CURRENTSPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 ORA490 BOLTS AS ENDORSED BY AISC.

4. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN WELDING SOCIETY (AWS) STRUCTURAL WELDING CODE -

STEEL D1.1, LATEST EDITION. USE E70XX ELECTRODES UNLESSNOTED OTHERWISE.

5. PROVIDE ALL PLATES, CLIP ANGLES, CLOSURE PIECES, STRAP ANCHORS, MISCELLANEOUS PIECES, AND HOLES REQUIRED TO

COMPLETE THE STRUCTURE.

6. ALL STEEL EXPOSED TO WEATHER, INCLUDING LINTELS IN EXTERIORWALLS, AND STEEL IN BASEMENT SHOULD BE HOT DIP GALVANIZEDU.N.O.

WOOD1. ALL FRAMING LUMBER SHALL BE DRY (19% MAXIMUM MOISTURE CONTENT) SPF U.N.O.

PRESSURE TREATED SOUTHERN PINE SHALL BE USED FOR GROUND CONTACT, SILLPLATES, OR EXTERIOR USE.

ALL OTHER MEMBERS SHALL BE NO. 2 OR BETTER.

FOR EXPOSED FRAMING SEE ARCHITECTURAL DRAWINGS FOR ADDITIONALREQUIREMENTS.

2. WHERE FRAMING CLIPS OR JOISTS HANGERS ARE USED, NAILING SHALL BE AS PERMANUFACTURER'S RECOMMENDATIONS.

3. ALL OPENINGS SHALL BE FRAMED WITH DOUBLE MEMBERS UNLESS OTHERWISENOTED ON PLANS.

4. METAL CONNECTOR HARDWARE SHOWN ON PLANS AND DETAILS ARE SIMPSONSTRONG-TIE CONNECTORS AND ARE SELECTED FOR LOAD REQUIREMENTS.

SUBSTITUTION IS PERMITTED IF LOAD CAPACITIES OF ALTERNATE ARE OF EQUAL OR GREATER CAPACITY THAN COMPARABLE SIMPSON CONNECTOR. FASTENING SHALL BE

PER MANUFACTURER'S REQUIREMENTS.

5. SIMPSON STRONG-TIE STRUCTURAL CONNECTORS ARE USED AS BASIS OF DESIGNTHROUGHOUT THESE DOCUMENTS. USE OF MITEK USP STRUCTURAL CONNECTORSOR ALPINE STRUCTURAL CONNECTORS IS ALSO ACCEPTABLE.

SUBMITTALS1. REFER TO ARCHITECTURAL DRAWINGS AND PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.

ITEMS LISTED HERE ARE NOT INCLUSIVE OF ALL PROJECT REQUIREMENTS.

2. CONTRACTOR/SUBCONTRACTOR SHALL SUBMIT SHOP DRAWINGS OF THE FOLLOWING ITEMS FORREVIEW AND APPROVAL BY THE ENGINEER, PRIOR TO THE PURCHASE AND INSTALLATION OF ANYMATERIALS.

3. CONTRACTOR SHALL SUBMIT CUT SHEETS, PRODUCT DATA, AND MANUFACUTRER'S INFORMATIONFOR ALL FASTENERS, ANCHORS, MIXES, AND MATERIALS IDENTIFIED ON THE DRAWINGS.

4. CONTRACTOR SHALL REVIEW ALL SUBMITTALS, WHETHER COMPILED BY THE CONTRACTOR ORSUBCONTRACTORS, FOR COMPLETION AND ACCURACY PRIOR TO SENDING THEM TO THEENGINEER FOR REVIEW AND APPROVAL.

5. ALL SUBMITTALS SHALL BE IN ELECTRONIC PDF FORMAT WITH THE ABILITY FOR THE ENGINEER TOCOMMENT AND RE-SAVE THE FILE. REPRODUCTION OF THE ENGINEER'S CONTRACT DOCUMENTSIS NOT ACCEPTABLE FOR USE AS SHOP DRAWINGS.

6. REINFORCED CONCRETE SHOP DRAWINGS: INDICATE SIZE, SHAPE, AND LOCATION OF ALL NEWCONCRETE. SUBMIT PLANS, ELEVATIONS, AND DETAILS FOR ENGINEER'S REVIEW AND APPROVAL.

7. STRUCTURAL STEEL SHOP DRAWINGS: INDICATE SIZE, SHAPE, AND LOCATION OF ALL STEEL ANDCONNECTIONS. SUBMIT PLANS, DETAILS, AND PIECE DRAINGS FOR THE ENGINEER'S REVIEW ANDAPPROVAL.


BI-RR-28





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General Notes

11/19/2019

JJS

AJ

S-300

1904

4 General NotesS-300

R E V I S I O N S


TYPICAL STITCH BOLT DETAILS

TYPICAL (N) POST DETAIL

TYPICAL SLAB ON GRADE CONSTRUCTION JOINTDETAIL

TYPICAL SLAB ON GRADE CONTROL JOINTDETAIL

TYPICAL CONCRETE HOUSE KEEPING PAD

(N) SLAB-ON-GRADE AT (N) WOOD POST

ANCHORS1. ALL HOLES INTO MASONRY OR CONCRETE WALLS FOR PROPRIETARY ANCHORING

SYSTEMS SHALL BE DRILLED AND CLEANED IN STRICT ACCORDANCE WITH THEMANUFACTURER'S RECOMMENDATIONS.

2. ALL PROPRIETARY ANCHORING SYSTEMS SHALL BE INSTALLED IN STRICTACCORDANCE WITH THE MANUFACTURER'S REQUIREMENTS AND USING ALLRECOMMENDED ACCESSORIES AND SUPPLEMENTAL COMPONENTS SUCH AS SCREENTUBES, WASHERS, ETC.

3. ALL HOLES IN HOLLOW MASONRY SHALL BE DRILLED WITH ROTARY DRILLS. HAMMERDRILLS ARE NOT PERMITTED.

4. ALL THREADED CONCRETE/MASONRY ANCHORS SHALL BE HILTI HUS-H, SIMPSONTITEN, ITW TAP-CON

5. ALL EXPANSION ANCHORS SHALL BE HILTI KWIK-BOLT 3, SIMPSON WEDGE-ALL, ORDEWALT POWER-STUD

(N) SLAB-ON-GRADE AT (N) STEEL POST

1