HomeMy WebLinkAboutBLD-20-4113 (Site Plan Review)PROPOSED FIRST FLOOR PLAN
SCALE: 3li6' =1'-0'
RIDGE LINE BEYOND
SECTION �
SCALE:II2" =1'-0"
=XIST BEDROOM
EXIST ROOF FRAMINGPLAN
SCALE: 3I16' =1'-0'
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DATE: 1/29/2020,
VITRUVIUS BUILD: Base
CUSTOMER: Ashmont Iron Works
PROJECT LOCATION:
02324
LEVEL: Roof
LOCATION: New Roof Beam
TYPE: FLOOR BEAM
MATERIAL: STEEL
Shapes W6XI2 � A36-36
Page 1
COMPANY: belanger_engineering@comcast.net
DESIGNED BY: John Belanger
REVIEWED BY: John Belanger
LOADING: ASD
CODE: 2015 Intemationai Building Code
AISC: AISC 360-10
•s•
Start(ft) Q End(ft):9 P'rtch:0A2 Actual Length(ft): 9 � � � .
Es x10' Fy �t10' Fu �AO' Area depth . tw � H. .� 6f Ix � ly Zx Zy � 1 � Cw
(ps) (Psi) � (ps) Gn') . (in) � (in) (in) - CnJ (in') . (iny (in') (in') (in') (in% .
29000 36 � 58 � 3.55 6.03 . 0.23 � 028 4. 22.1 2.99 � 8.3 2.32 0.09 24.7 .
� �s.
Lp Lr Flange Web Flange Web _ . . . �
(in) (n) . � Flexure Plexure . Compression Compress'ron Cv Cv WA �
46 776 Compact Compact NomSlender Non-Slender � 1 1 �
:.a: -.a, � � .
� Unbaced Length Beam End � �
Span Leng[h Top 8ottom Elev. Diff � P'K/e PnGx Mn/x Mn-OOP/e VNH Vo-00PM @ Cb-OOP �
7 9 0 9 0 76.53 36.93 14.91 4.17 19.97 24.19 - 1.136 1 �
PASS/fAll MAGNITUDE � 5TRENGTH LOCATION (ft) � AISC CODE � � LOAD COMBO
MomerrtY(Ibf-ft) PASS 4070 14910 45 F2-1 D+L
Shear Force Y Qbfl PASS _7gpg � �gg7� g G24 � D+l
Deflection (n) PASS 0.074 03 4.5 Live
• v-n� M-n�-ft�
Yaxis �EAD LIVE LNEROOF SNOW WIND+ WIND- SEISMIC+ SEISMIG� ICE � RAIN EARTH
A� 369 � 1440 0 0 0 '�� 0 0 D � 0 0 0
B 369 1440 0 0 0 0 0 0 0 �. 0 0 �
Reaction Location
. _.,�,+,���� .�, z:�; . . a> ��.; .. .�. �.�.;:� ,.. . ,� _ . , ,
A 8
••e '
Type Left Magnitude Right Magnitude Load SWK (ft) Load End (ft) LoadType � . Direction
UnHorm Qbf/ft) 320 320 0 9 Live _ Y
Uniform (Ibf/ft) � 70 70 0 � 9 Dead � Y
SeH WeigM Obf/ft) 72 12 0 � 9 . Dead Y
SECTION �
SCALE: tYL° =1'-0" �
�t>'l�'�1�; �R' `i`�k.R't.ii.t%�e�Ti i'�,
REVI(N12D FO^ DU!LCIh � ANG ZCttING CCDE CO'APLI-
A,�CE� E�RORB OR O�,f�SISSIOJS �D N0T RELIEVE THE
AFi�! ICF,kT FROM THE RESPONSIBILITY Of 'AS BUILT'
CO�dPLiANCE.
DRTE; '� �S-� ,
�
U LDI � FICIAL
Upc�lrfe�J� P1An For� �e�,� g2Ar�
131� - �,o- oo�►t3
STRUCTURALNOTES
1, ALL STRUCTURAL WORK SHALL BE COORDINATED WITH THE
ARCHITECTURAL AND MECHANICAL DESIGN SPECIFICATIONS AND SHAI
CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDING THE
FOLLOWING GOVERNING STANDARDS
A) THE MASSACHUSETTS STATE BUILDING CODE, NINETH
EDITION, AN� ALL OTHER AGENCIES HAVING JURISDICTION.
B) AISC "SPECIFICATION FOR THE DESIGN,FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
C) ACI "BUILDING CODE REQUIREMENTS FOR REINFORCED
CONCRETE." (ACI 31&02)
D) THE CODE FOR WELDING IN BUILDING CONSTRUCTION BY THE
AMEWCAN WELDING SOCIETY (AWS D1.1)
2. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND
BRACING AND MAKE SAFE ALL FLOORS, ROOFS, WALLS AND ADJACENI
PROPERTY AS PROJECT CONDITIONS REQUIRE.
3. ALL CONSTRUCTION IS TO CONFORM TO THE MASSACHUSETTS
STATE BUILDING CODE AND ALL APPLICABLE PRODUCT AND DESIGN
STANDARDS. ABSENCE OF SPECIFIC ITEMS FROM THESE DRAWINGS
DOES NOT INFER THAT THE CONTR.4CTOR IS RELIEVED FROM THE
STATUTORY CODE REQUIREMENTS.
4. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFOR�
TO'fHE APPROVED RULES AND STANDARDS FOR MATERIALS, TESTS,
AND REQUIREMENTS OF ACCEPTED ENGINEERING PRACTICE AS LISTE
APPENDIX A OF THE MASSACHUSETTS STATE BUILDING CODE.
5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITION;
IN THE FIELD PRIOR TO COMMENCING WORK. ANY DISCREPANCY
BETWEEN WHAT IS SHOWN ON THE DRAWING AND ACTUAL FIELD
CONDITIONS SHALL BE REPORTED BACK TO THE ENGINEER BEFORE
PROCEEDING WITH ANY WORK.
7. DESIGN VERTICAL LIVE LOADS:
DECK FLOOR LOAD - 40 PSF
SNOW LOAD - 35 PSF TABLE R 301.2(4)
8. DESIGN LATERAL LOADS:
WIND LOAD: BASIC WIND SPEED =131 MPH
FRAMING LUMBER
1. ALL FRAMING LUMBER SHALL CONFORM TO THE LATEST
EDITION OF THE NFPA'NATIONAL DESIGN SPECIFICATION FOR
WOOD CONSTRUCTION", AND SUPPLEMENT "DESIGN VALUES FOR
WOOD CONSTRUCTION", LATEST EDITION. MAXIMUM MOISTURE
CONTENT SHALL BE 19%.
2. ALL EXPOSED WOOD MEMBERS USED FOR STRUCTURAL
FRAMING, DECKING, STAIRS, RAILS, BRACING, ETC. SHALL BE
PRESSURE TREATED WITH CCA PRESERVATIVE TO MINIMUM
DEfENTION OF 0.6 PCF IN ACCORDANCE WITH AWPA C3.
3. THE FRAMING LUMBER SHALL 8E OF THE FOLLOWING MINIMUM
GRA�E AND SPECIE FOR THE SPECIFIED USE. ALL LUMBER SHALL
BE GRADE STAMPED BY A RECOGNIZED GRADING AGENCY AND
SHALL BE SURFACE DRY:
DIMENSIONAL LUMBER
FOREXPOSED MEMBERS '
-FLOOR JOISTS & BEAMS #2 SOUTHERN YELLOW PINE
Fb = 975 PSI, E=1.44E6 PSI
-TIMBERS AND POSTS #2 SOUTHERN YELLOW PINE
(5X5 & LARGERj Fc = 525 PSt, E=12E6 PSI
FOR NON-EXPOSED MEMBERS "
-FLOOR JOISTS & BEAMS #2 SPRUCE PINE FIR
Fb = 875 PSI, E=1.4E6 PSI
STUDS #2 SPRUCE PINE FIR
fc =1150 PSI, E =1.4E6 PSI
-TIMBERS AND POSTS #2 SPRUCE PINE FIR
(SX5 & LARGER) Fc = 500 PSI, E=1.OE6 PSI
4. DETAILS OF WOOD FRAMING SUCH AS NAILING, BLOCKING,
BRIDGING, FIRESTOPPING, ETC. SHALL CONFORM TO THE LATEST
EDITION OF THE NATIONAL DESIGN SPECIFICATION, AND THE
TIMBER CONSTRUCTION MANUAI.
5. WHERE DIMENSIONAL FRAMING LUMBER IS FLUSH FRAMED TO
ENGINEERED LUMBER OR STEEL GIRDERS, SET THESE GIRDERS
CLEAR BELOW THE TOP OF FRAMING LUMBER TO ALLOW FOR
SHRINKAGE.
12. UNLESS OTHERWISE NOTED, AT THE ENDS OF ALL BEAMS,
HEADERS AND GIRDERS PROVIDE A BUILT UP OR SOLID POST
WHOSE WIDTH IS AT LEAST EQUAL TO THE W�DTH OF THE
MEMBER IT IS SUPPORTING AND WHOSE DEPTH IS 4" AT THE
INTERIOR WALLS AND 6" AT THE EXTERIOR WALLS.
STRUCTURALSTEEL:
1, THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER. SHOP
DRAWINGS OF TNE STRUCTURAL STEEL PRIOR TO ANY
FABRICATION.
2. ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST
"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION
OF STRUCTURAL STEEL OF BUILDINGS' OF THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION (AISC). ALL STEEL
SHALL BE A36 AND SHALL HAVE ONE SHOP COAT OF PAINT
( UNLESS OTHERWISE NOTED)
3. ANCHOR BOLTS SHALL BE A307 WITH HEAVY HEXAGONAL NUTS.
4. ALL CONNECTIONS SHALL BE MADE WITH A-325 BEARING TYPE
BOLTS IN ACCORDANCE WITH THE AISC MANUAL OF STEEL
CONSTRUCTION, PART IV CONNECTION.
5. ALL WELDING SHALL BE DONE IN STRiCT ACCORDANCE WITH THE
AMERICAN WELDING SOCIETY (AWS) SPECIFICATION.
6. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELDER.
7. BASE PLATES AN� BEARING PLATES SHALL BE SET ON 1" MIN.
NONSHRINK GROUT.
��G�� ��dJB d
NOTES
1. DATUM IS NAVD 88
2. MUNICIPAL WATER IS EXISTING
3. THIS PLAN IS FOR PROPOSED WORK ONLY AND
NOT TO BE USED FOR LOT LINE STAKING OR ANY
OTHER PURPOSE.
4. CONTRACTOR SHALL BE RESPONSIBLE FOR
CALLING DIGSAFE (1-886-344-7233) AND
VERIFYING THE LOCATION OF ALL UNDERGROUND &
OVERHEAD UTILITIES PRIOR TO COMMENCEMENT OF
WORK.
LEGEN D
— 99 — EXISTING CONTOUR
—L99�— PROPOSED CONTOUR
�98•4) PROPOSED SPOT EL.
OCATCH BASIN
� O DRAINAGE COVER
�Qj UTILITY POLE
� FIRE HYDRANT
r
i�
�S� SEPTIC COVER
(( i� GAS METER
�
LIGHT
�Q� WATER SHUTOFF
C— GUY WIRE
—W— WATER LINE
—G — GAS LINE �
— OHE — OVERHEAD ELECTRIC
—X—X— FENCE
NOTE NOT ALL S'AIBOLS MAY MPEAR IN DRAWING
DCF. #19-402
ZONING SUMMARY
ZONING DISTRICT: B-1 BUSINESS DISTRICT
MIN. LOT SIZE 25,000 S.F.
MIN. LOT FRONTAGE 150'
MIN. FRONT SETBACK 30'
MIN. SIDE SETBACK 25'
MIN. REAR SETBACK 20'
MAX. BUILDING COVERAGE ' 25�
A PORTION OF THE SITE IS' WITHIN THE
HOTEL/MOTEL OVERLAY DISTRICT 2 (HMOD2)
OWNER OF RECORD
BRIAN J. MCLAUGHLIN
323 MANLEY STREET
WEST BRIDGEWATER, MA 02379
REFERENCES
DEED BOOK 22695 PAGE 92
PLAN BOOK 118 PAGE 143',
PLAN BOOK 110 PAGE 115 '
—R��,
(ST AjE
K�-- wP�c�
`PR�v P�(E /
PARKING CALCULATIONS:
RESTAURANT
WITH 15 SEATS
1—SPACE/2 SEATS = 8 SPACES REQ.
4 EMPLOYEES
1—SPACE/EMPLOYEE = 4 SPACES REQ..
TOTAL: 12 SPACES REQUIRED
12 SPACES PROVIDED INCLUDING 1 HANDICAP
SEPTIC SYSTEM REVIEW:
FAST FOOD RESTAURANT W/ 15 SEATS
15 SEATS � 20 GPD/SEAT = 300 GPD
TOTAL OESIGN FLOW ESTIMATE = 300 GPD
SEPTIC TANK: 300 GPD (2) = 600 GALLONS
GREASE TRAP = 15 GPD/SEAT � 20 SEATS = 225 GALLONS
EXITING SEPTIC SYSTEM TO REMAIN:
1000 GAL GREASE TRAP, 1000 GAL SEPTIC TANK, 2000 GAL SEPTIC
TANK AND (3) 6'x6' LEACHING PITS WITH 3� OF STONE AROUND
/
EXISTING CONDITIONS
PROPOSED "DRIVE
THRU FROM FRONT
STREET ONLY" SIGN
1
PROPOSED 4' WIDE—
WALKWAY
PROPOSED (2) "DO
NOT ENTER" SIGN
PROPOSED EDGE
OF PAVEMENT
(T�i
PROPOSED 30' WIDE
PAVED DRIVEWAY
ENTF2ANCE
r�-�, `Z�
DATE
DANIEL A. OJALA, P.E., P.L.S.
LOCUS MAP
SCALE 1"=20�0'f
ASSESSORS MAP 60 PARCEL 169
LOCUS IS WITHIN FEMA FLOOD ZONE X
(AREA OF MINIMAL FLOOD HAZARD) AS
SHOWN ON COMMUNITY PANEL #25001C0587J
DATED 7/16/2014
��2— —
-PROPOSED EDGE OF
PAVEMENT (TYP)
PROPOSED MENU BOARD
AND SPEAKER
— PROPOSED TREE
— PROPOSED LIGHT
PROPOSED (2) DUMPSTER
IN FENCED ENCLOSEURE
EXISi1NG PAVED DRIVE I
(TO BE REMOVED)
� /
�-C�'" � P�c�
`PR�� P'cE/
PROPOSED CONDITIONS
' �'II
.
#1297 ROUTE 28
SOUTH YARMOUTH, MA
PREPARED FOR
TONY GIONFRIDDO
DATE: FEBRUARY 6, 2020
Scale: t"= 20'
0 10 20 30 40 50 FEET
I off 508-362-4541
fax 5D8-362-9880
downcape.com OO
down ccpe engineering, inc.
civil engineers
lan d surveyo�s
939 Main St�eet ( Rte 6A)
YARMOUTHPORT MA 02675
19-402 GIONFRIDDO.DWG
�
PROPOSED FIRST FLOOR PLAN
SCALE: 3fi6' = P-0'
RIDGE LINE BEYOND
SECTION �
SCALE:IYL" =1'-0"
�
5
- EXIST BEDROOM
ROOFRAFTER
EXIST BEDROOM
EXIST ROOF FRAMINGPLAN
SCALE: 3/i6' =1'-0'
�.,��r .,�.,.,�.,..
DATE: t/29/2020
VITRUVIUS BUILD: Base
NSTOMER: Ashmont Iron Works
PROJECT LOCATION:
02324
LEVEL: Roof
LOCATION: New Roof Beam
TYPE: FLOOR BEAM
�
� Page 7
COMPANY: belanger_engineering@comcast.net
DESIGNED BY: lohn Belanger
REVIEWED BY: John Belanger
LOADING: ASD
CODE 2015 Intemational Building Code
AISC: AISC 360-00
� �l.�6
.�.
� Start(f� 0 End(k):9 Pitch: Qry2 Actual Length(ft):9
Es x10' Fy �c10' Fu x10' Area depth tw tf �� bf Ix ly Zx Zy 1 Cw
(Psi) (PS) (Ps7 6�') (in) 6n) Gn) On) (in') G�'7 Cn'1 Gn') (in•) (in°�
29000 36 58 3.55 6.03 0.23 028 4 2L7 2.99 83 232 - 0.09 � 247
s .•.
Lp Lr Flange Web Flange Web �
(in) (in) Flexure � Flexure Compression Compression Cv Cv WA
46 7% . Compact Compact Noo-Slender Non-Slender 1 1 �
; �. . ,
� . Un6roced Length Beam End
Span � Length Top Bottom Elev. Diff PnVN Pnc/x Mn/x Mn-OOP/H VNN Vn-OOP/N @ C6-OOP
1 9 0 9 0 76.53 36.93 14.91 4.17 19.97 24.19 1,136 1
PASS/FAIL MAGNINDE STRENGTH � LOCATION (ft) AISC CODE LOAD COMBO
MomentYpbf-ft) PASS. 4070 14910 4.5 F24 D+L
Shear Force Y(Ib� � PQ35 � q809 79971 9 G2-7 � D+L
Deflettion (in) PASS 0.074 0.3 45 . Live
. • • ':'" V-(Ibfl M-pbf-ft)
Yaxis DEAD LIVE LIVEROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH
A 369 7440 0 0 0 0� 0 0 � 0 0 � 0
B 369 1440 0 0 � 0 0 0 0 0 0 0
Reaction Location � . '
r � �.,, -- . m. � �z , _,. �.m �,�..� �„� _,. _.
, _ ,,.,. . . _ : . � .. -
A B
•�!
Type � Left Magnitude RigM Magni[ude Load SWR (ft) Load End (ft) Load Type Direction
UniformQW/ft) 320 320 0 9 Live y
Uniform pbf/ft) �� 70 70 � 0 � ', 9 Dead � Y
Self Weiqht QM/ft) 12 . 12 0 � 9 Dead y
SECTION 2
SCALE:112" =1'-0"
1. ALL STRUCTUR4L WORK SHALL BE COORDINATED WITH THE
ARCHITECTURAL AND MECHANICAL DESIGN SPECIFICATIONS AND SHALL
CONFORM TO THE PROJECT SPECIFICATIONS, INCLUDW� THE
FOLLOWING GOVERNING STANDARDS:
A) THE MASSACHUSETTS STATE BUILDING CODE, NINETH
EDITION, AND ALL OTHER AGENCIES HAVING JURISDICTION.
' B) AISC'SPECIFICATION FOR THE DESIGN, FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
C) ACI'BUILDING CODE REQUIREMENTS FOR REINFORCED
� CONCRETE.' (ACI 318-02)
- D) THE CODE FOR WELDING IN BUILDING CONSTRUCTION BY THE
AMERICAN WELDING SOCIETY (AWS D1.1)
2. THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND
BRACING AND MAKE SAFE ALL FLOORS, ROOFS; WALLS AND ADJACENT
PROPERTY AS PROJECT CONDITIONS REQUIRE.
3. ALL CONSTRUCTION IS TO CONFORM TO THE MASSACHUSETTS
STATE BUILDING CODE AND ALL APPLICABLE PRODUCT AND DESIGN
STANDARDS. ABSENCE OF SPECIFIC REMS FROM THESE DRAWINGS
DOES NOT INFER THAT THE CONTRACTOR IS RELIEVED FROM THE
STATUTORY CODE REQUIREMENTS.
4. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM
TO THE APPROVED RULES AND STANDARDS FOR MATERIALS, TESTS,
AND REQUIREMENTS OF ACCEPTED ENGINEERING PRACTICE AS LISTED 11
APPENDIX A OF THE MASSACHUSETTS STATE BUILDING CO�E.
5. THE CONTRACTOR SHALCVERIFY ALL DIMENSIONS AND CONDITIONS
IN THE FIELD PRIOR TO COMMENCING WORK. ANY DISCREPANCY
BETWEEN WHAT IS SHOWN ON THE DRAWING AND ACTUAL FIELD
CONDITIONS SHALL BE REPORTED BACK TO THE ENGINEER BEFORE
PROCEEDING WITH ANY WORK
7. DESIGN VERTICAL LIVE LOADS:
DECK FLOOR LOAD -40 PSF
SNOW LOAD - 35 PSF TABLE R 30t 2(4)
8. DESIGN IATERAL LOADS:
WIND LOAD: BASIC WIND SPEED =131 MPH
FRAMING LUMBER
t. ALl FRAMING LUMBER SHALL CONFORM TO THE LATEST
EDITION OF THE NFPA "NATIONAI DESIGN SPECIFICATION fOR
WOOD CONSTRUCTIOM, AND SUPPLEMENT'DESI�N VALUES FOR
WOOD CONSTRUCTION", LATEST EDI110N. MAXIMUM MOISTURE
CONTENT SHALL BE 19%.
2. ALL EXPOSED WOOD MEMBERS USED FOR STRUCNRAL
FR4MING, DECKING, STAIRS, RAILS, BRAqNG, ETC. SHALL BE
PRESSURE TREATED WITH CCA PRESERVATIVE TO MINIMUM
DETENTION OF 0.6 PCF IN ACCORDANCE WfTH AWPA C3.
3. THE FRAMING LUMBER SHALL BE OF THE FOLLOWING MINIMUM
GRADE AND SPECIE FOR THE SPECIFIED USE. ALL IUMBER SHALL
BE GRADE STAMPED BY A RECOGNIZED GRADING AGENCY AND
SHALL BE SURFACE DRY:
DIMENSIONALLUMBER
FOREXPOSED MEMBERS '
-FLOOR JOISTS & BEAMS #2 SOUTHERN YELLOW PINE
IV�JIJ� � I.`1'tLVrJI
-TIMBERS AND POSTS #2 SOUiHERN YELLOW PINE
(SX5 & LARGER) Fc = 525 PSI, E=1.2E6 PSI
FOR NON-EXPOSED MEMBERS "
-FLOOR JOISTS & BEAMS #2 SPRUCE PWE FIR
F6 = 875 P51, E=1.4E6 PSI
STUDS #2 SPRUCE PINE FIR
Fc =1750 PSI, E =1.4E6 PSI
-TIMBERS AND POSTS #2 SPRUCE PINE FIR
(5X5 & LARGER) Fc = 500 PSI, E=1.OE6 PSI
4. DETAILS OF W00� FRAMING SUCH AS NAILING, BLOCKING,
BRIDGING, FIRESTOPPING, ETC. SHALL CONFORM TO THE LATEST
EDITION OF THE NATIONAL DESIGN SPECIFICATION, AND THE
TIMBER CONSTRUCTION MANUAL.
5. WHERE DIMENSIONAL FRAMING LUMBER IS FLUSH FRAMED TO
ENGINEERED LUMBER OR STEEL GIRDERS, SET THESE GIRDERS
CLEAR BELOW THE TOP OF FRAMING LUMBER TO ALLOW FOR
SHRINKAGE.
12. UNLESS OTHERWISE NOTED, AT THE ENOS OF ALL BEAMS,
HEADERS AND GIRDERS PROVIDE A BUILT UP OR SOLID POST
WHOSE WIDTH IS AT LEAST EQUAL TO THE WIDTH OF THE
MEMBER IT IS SUPPORIING AND WHOSE DEPTH IS 4" AT THE
INTERIOR WALLS AND 6' AT THE EXTERIOR WALIS.
STRUCTURALSTEEL:
1. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER, SHOP
DRAWINGS OF THE STRUCTURAL STEEL PRIOR TO ANY
FABRICATION.
2 ALL STRUCTURAL STEEL SHALL CONFORM TO THE LATEST
"SPECIPICATION FOR THE DESIGN, FABRICATION, AND ERECTION
OF STRUCTURAL STEEL OF BUILDWGS' OF THE AMERICAN
INSTITUTE OF STEEL CONSTRUCTION (AISC). ALL STEEL
SHALL BE A-36 AND SHALL HAVE ONE SHOP COAT OF PAINT
( UNLESS OTHERWISE NOTED)
3. ANCHOR BOLTS SHALL BE A307 WITH HEAVY HEXAGONAL NUTS
4. ALL CONNECTIONS SHALL BE MfiDE WITH A-325 BEARING TYPE
BOLTS IN ACCORDANCE WITH THE AISC MANUAL OF STEEL
CONSTRUCTION, PART IV CONNECTION.
5. ALL WELDWG SHALL BE DONE IN STRICT ACCORDANCE WITH THE
AMERICAN WELDING SOCIETY (AWS) SPECIFICATION.
6. FIELD WELDING SHALL BE DONE BY A CERTIFIED WELOER
7. BASE PLAiES AND BEARING PLATES SHALL BE SET ON 1" MIN.
NON-SHRINK GROUL
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