312 4th ST - REVISION 1-15-16e
CITY OF ATLANTIC BEACH
800 Seminole Load
Atlantic Beach, Florida 32233
Telephone (904) 247-5800
FAX (904) 247-5845
VISION REQUEST SHEET
Date: /y & Received by: Resubmitted: _
Permit Number:
Original Plans Examiner: � Project Name: Xc-7 6,v nu
Project Address:
Contractor: 'rao,�?n Name: deA- ` &, TVA
Contact Phone Con ct e-mail: 13 ��,/ ��` C' >S f. �"G ✓Z°fC '` 0/t
Revision/ Plan Cheek/ Permit Fee (s) Due: $
es2,cr ><on of 1Prolpose�Ysaon to E astir Permit:
D C,/- l.) 6 Lr"' A)t-31 vii �ir1= J /-,C(': A-77,1
0t, 06�)
Additional Increase in Bujl ing Value: $
Site Plan Revised: A' A
0 Additional S.F.
Public W / U Approval:
M
By signing below. I (print name).4 �; -Lr4-X /� affirm that the above revision
is inclusive of the proposed changes.
T
Signature of Contractor / Agent (Contractor must sign if increase in valuation)
Office Use Only
Date: -2 -2 —16 Approved:__ Rejected:
Plan /Review Comments: j� J ��-J(
O-Lv , -- , r. vn !'1 /117 Y dt iia"">�/"`i /`/ �' f.. dl.J i'' Y L ! 1e
Department review required Yes
Building
Planning & Zoning _
Tree Administrator
Public Works _
Public Utilities
Public Safety _
Fire Services
Date
Notified
Plans Examiner
2,2-26
6
Date
JAN 15 2016
Created 8/20/15 Rev. 2
GENERAL NOTES
1. CODES USED- 2010 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING
EDITION, ACI, NDS, APA AND ASCE7-10.
2. THE DESIGN CONTAIN D HEREIN WAS PERFORMED UNDER THE WORK AREA COMPLIANCE
METHOD DESCRIBED PER SECTION 101.5.2, 2010 FLORIDA BUILDING CODE, EXISTING EDITION.
3. THE DESIGN CONTAINED HEREIN WAS PERFORMED UNDER THE "ADDITION" LEVEL OF
ALTERATION, PER CHAPTER 10, 2010 FLORIDA BUILDING CODE, EXISTING EDITION.
4. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE
CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK.
5. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO
COMMENCING CONSTRUCTION.
6. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR
THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED
OTHERWISE ON THE PLANS.
7. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS.
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT
DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED
ASSUMING 2000PSF SOIL CAPACITY.
8. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS,
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL,
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK.
9. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR.
CONCRETE NOTES
1. ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH ACI 318, LATEST
EDITION, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE", AND ACI 301, LATEST
EDITION, "SPECIFICATIONS FOR STRUCTURAL CONCRETE"
2. ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF +/-) ALL CEMENT SHALL
CONFORM TO ASTM C150, TYPE 1. MAXIMUM AGGREGATE SIZE SHALL BE 1%2" INCHES FOR
FOUNDATIONS, AND %" FOR ALL SLABS AND SHALL CONFORM TO ASTM C33.
3. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS.
4. 4" 3000PSI CONCRETE SLAB WITH 6X6 W1.4 X W1.4 WWM OR 1/2" FIBERMESH OVER A 6 MIL.
VAPOR BARRIER AND TERMITE TREATED SOIL.
5. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL,
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95%
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE
FOOTING.
6. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM -A615. ALL
CONCRETE REINFORCEMENT SHALL BE FABRICATED, INSTALLED, SUPPORTED AND SPACED IN
FORMS AND SECURED IN PLACE IN ACCORDANCE WITH ACI 315, "DETAILS AND DETAILING OF
CONCRETE REINFORCEMENT"
7. CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE SLEEVES, ETC.,
AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED.
8. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24",
WHICHEVER IS GREATER.
9. CORNER REINFORCEMENT SHALL BE LAPPED 25".
10. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS;
10.1. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
10.2. 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER
10.3. 11/2" FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
REINFORCEMENT.
11. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING,
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE
DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD.
12. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF
STEMWALL WILL EXCEED SIX (6) COURSES IN HEIGHT.
13. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF
STEMWALL MUST BE FILLED.
14.
FRAMING NOTES
1. DESIGN OF WOOD COMPONENTS IN THIS STRUCTURE IS BASED ON THE 2010 FLORIDA BUILDING
CODE, RESIDENTIAL EDITION AND THE NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION.
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT.
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE
TREATED.
5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED.
7. DIMENSION LUMBER
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
TS ARE CALLED OUT HEADERS SHALL BEAR FULLY ON POSTS.
ALL -THREAD NOTES
1. ALL -THREAD CONNECTORS TO BE 3/8" DIAMETER BARS PLACED AT V O.C. IN ALL BEARIN 3
WALLS, UNLESS NOTED OTHERWISE ON PLANS.
2. ALL -THREAD USED IN SHEARWALL AND HIGH UPLIFT TRUSS HOLD-DOWN APPLICATIONIc MAY BE
COUNTED AS PART OF THE DESIGNATED O.C. SPACING.
3. PLACE ALL -THREAD RODS WITHIN 6" TO 10" OF EACH CORNER AND AT EACH INTERSECTION OF
BEARING WALLS. RECOMMENDED INSTALLATION SEQUENCE IS:
A. PLACE SHEARWALL RODS (SPECIFIED ON PLANS)
B. PLACE HIGH UPLIFT RODS (SPECIFIED ON PLANS)
C. PLACE CORNER RODS
D. PLACE ALL OTHER RODS.
4. ALL -THREAD SHALL BE DRILLED AND EPDXIED INTO FOOTING WITH SIMPSON SET EPDXY
SYSTEM, OR APPROVED EQUIVALENT. ALL -THREAD EMBEDMENTS FOR SHEAR WALLS AND HIGH
UPLIFT TRUSS CONNECTIONS ARE SPECIFIED IN THEIR RESPECTIVE DETAILS.
5. WHERE NECESSARY, ALL -THREAD COUPLERS SHALL BE RATED NOT LESS THAN 3200 LBs.
6. MINIMUM EMBEDMENT OF ALL -THREAD SHALL BE:
6" - TYPICAL WALLS, MONOLITHIC FOOTING
7" - EXTERIOR WALLS, STEMWALL FOOTING
8" - MASONRY WALLS
7. ALL -THREAD EMBEDMENTS FOR SHEARWALLS AND HIGH UPLIFT CONNECTIONS ARE SHOWN IN
THEIR RESPECTIVE DETAILS ON THIS SHEET.
8. USE 2" SQUARE WASHERS ON ALL -THREAD AND ANCHOR BOLT LOCATIONS, U.N.O.
9. WHERE THREADED RODS ARE NOT ABLE TO BE INSTALLED DUE TO FIELD LIMITATI NS, IT IS
ACCEPTABLE TO PLACE A DOUBLE 2X STUD GROUP. FASTEN STUDS TOGETHER WITH (1) ROW
OF 10d NAILS. FASTEN THE STUDS TO THE TOP AND BOTTOM PLATES WITH (2) SPH. PLACE A 1/2"
ANCHOR BOLT WITH 6" EMBEDMENT WITHIN 6" OF DOUBLE STUD GROUP.
10. IN LOCATIONS WHERE SECOND FLOOR BEARING WALLS BEAR ON BEAMS/HEADERS BE OW, IT IS
ACCEPTABLE TO DRILL THE THREADED RODS THROUGH THE HEADER AND FASTEN THE BOTTOM
OF THE ROD WITH A 3" SQ WASHER AND NUT. IN LIEU OF THREADED RODS, SEE SE 3TIONS 3
AND 5/S5 FOR STRAPPING ALTERNATIVES.
EPDXY NOTES
1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE WITH EPDXY OR EPDXY
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVED BY THE ENGINEER.
2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL BE SUBMITTED TO THE
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION. ACCEPTABLE EPDXY PRODUCTS A E:
HILT[ HY150, HILTI HSE2421, SIMPSON STRONG -TIE SET OR APPROVED EQUAL.
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTURER'S SPECIFICATIONS
AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN
ACCORDANCE WITH APPLICABLE SAFETY LAWS.
3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSIVE STRENGTH OF 8,000
PSI AND TENSILE STRENGTH OF 2.300 PSI.
4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8" GREATER THAN THE
DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AND SHALL BE DRY F RIOR TO
INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS
LAITANCE, DUST, DIRT, AND OIL.
6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE
MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAVE NO LESS THAN FIVE
YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS
PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE
TRAINING SHALL BE SUBMITTED TO THE ENGINEER/ARCHITECT ALONG WITH THE PRO DOSAL TO
DO THE WORK.
SHEATHING NOTES
FOR WALL SHEATHING:
1. USE EXPOSURE 1 APA RATED OSB. SPAN RATING MUST BE MINIMUM 24/16, AND NOT L SS THAN
7/16" THICK. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
2. 5/16" HARDI-PANEL MAY BE USED IN LIEU OF OSB. FASTEN TO STUDS WITH 8d RING SHANK NAILS
AT 6" O.C. ON EDGE, 8" O.C. IN FIELD. FASTEN TO TOP AND BOTTOM PLATES AT 4" O.C.
FOR ROOF SHEATHING:
1. USE EXPOSURE 1 APA RATED OSB. SPAN RATING MUST BE MINIMUM 24/16, AND NOT LESS THAN
7/16" THICK. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
2. SINGLE CLIP PANEL EDGES. INSTALL PANELS CONTINUOUS OVER TWO OR MORE SPANS WITH
STAGGERED END JOINTS. WHERE PANELS ARE INSTALLED OVER SINGLE SPANS DUE TO FIELD
CONDITIONS, BLOCK PANELS AT 12" O.C.
FOR FLOOR DECKING:
1. USE EXPOSURE 1 APA RATED PLYWOOD. SPAN RATING MUST BE MINIMUM 48/24, AND NOT LESS
THAN 3/4" THICK. FASTEN WITH 8d NAILS AT 6" O.C. ON EDGE, 12" O.C. IN FIELD.
2. USE OF APA RATED STURD-I-FLOOR IS ALLOWED WITH A MINIMUM SPAN RATING 01= 24" AND
MINIMUM 3/4' THICKNESS.
LOAD TABLE
ROOF:
LIVE LOAD: 20.0 PSF
DEAD LOAD: 7.0 PSF
CEILING:
LIVE LOAD: 10.0 PSF
LIVE LOAD -STORAGE: 30.0 PSF
DEAD LOAD: 5.0 PSF
FLOOR: COMPONENT AND CLADD NG
LIVE LOAD: 40.0 PSF DESIGN PRESSURES
7.2. WHERE POS DEAD LOAD: 10.0 PSF
ITH DECK LIVE LOAD: 50.0 PSF
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED W
SIMPSON STRONG -TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF WIND LOADS:
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND WIND SPEED: 130 MPH
LENGTH PER THE DETAILS. EXPOSURE: C
8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED IMPORTANCE: 1.0
BUILDING CATEGORY: 11
BELOW: ENCLOSED BUILDING:
8d = 0.131" x 2-1/2" INTERIOR PRESSURE
COEFFICIENT: 0.18
10d = 0.148" x 3" ROOF PITCH: MATCH EXISTING
12d = 0 148" x 3-1/4
16d = 0.162" x 3-1/2"
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN
AND/OR THE FOOTING DETAILS SHEET.
10. CONVENTIONAL FRAMING LUMBER IS 2x No.2 SYP UNLESS NOTED OTHERWISE.
EFFECTIVE
AREA, SF
END ZONES PSF
INTERIORZONES,
PSF
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NO CHANGES TO UNIT 312
FIRST LEVEL BEARING
WALLS OR FOOTINGS.
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3/4 = 1 -0
3/8" ALL THREAD CONNECTORS. SEE
ALL -THREAD NOTES FOR INSTALLATION
SPECIFICATIONS, SPACING AND
EMBEDMENT.
2x6 SPF STUDS AT 16" O.C.
2X6 PT NO.2 SYP BOTTOM PLATE.
SEE PLANS FOR CURB HEIGHT
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5" X 54 TWO-STORY: X = 16" WITH (3) #4
THREE-STORY: X = 20" WITH (3) #5
6 MIL VAPOR BARRIER
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Sheet No.
1 OF 3
1 LtVtL WALL F'LHN
1/4" = V-0"
This document, together with the concepts and designs presented herein is intended only for the specific purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Alexander Grace Cor Elting, Inc., shall be without liability to Alexander Grace Consulting, Inc.
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SECOND LEVEL WALL PLAN -
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FRAMING NOTES AND LEGEND
TOP AND BOTTOM PLATE MATERIAL: 2x No. 2 SYP, UNO. IL
STUD MATERIAL: 2x No. 2 SPF, UNO. o W
A 0
HEADERS: Q 0
ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE, z
UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148" X L:W 0
a) 2 w 0
3.5") COMMON NAILS AT 12" ON CENTER. USE OSB SHIMS AS NECESSARY TO
MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE Z 0 w W
THE HEADER DETAIL FOR FASTENING SPECIFICATIONS.o a O W 0
HEADER NOTATION IS: CO w Z 1011 0)
W Q o >
NUMBER OF PLIES IN HEADER a Q
NUMBER OF KING STUDS
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NUMBER OF CRIPPLE STUDS W o o N o
SIZE OF DIMENSIONAL LUMBER ca Q
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SHEAR WALLS: > o
ALL WALLS ACT AS LATERAL FORCE RESISTING ELEMENTS BASED ON THE W Z
TYPICAL WALL SECTION, THREADED ROD SPACING, AND SPECIFIC
THREADED ROD LOCATIONS SHOWN ON THE FRAMING PLAN, AS NOTED
BELOW. WALLS REQUIRING ADDITIONAL NAILING AND HOLDDOWNS, IF ANY,
ARE NOTED ON THE PLAN.
7� SW -#/S# SHEARWALL LOCATION V
I SEE DETAILS FOR FASTENERS Z
z z
SHEET NUMBER ® O� M
DETAIL NUMBER �— Q N
CO
SHEAR WALL DESIGNATION V W J
p 0� IL
PORCH/GLULAM BEAM Z U U
W = Q
Z � N m
# HIGH UPLIFT DESIGNATION. ® W U
V Z O Z
ST-# DETAIL NUMBER Z M Q
>- <
X SHEET NUMBER v (_9
Q
TRUSS/BEAM LABEL Z
ry
UPLIFT CONNECTION
INTERIOR BEARING WALL
® 1 -STORY THREADED ROD
O 2 -STORY THREADED ROD
a o
� N
Q� �(9 NCS
INDICATES GLAZING CLASSIFIED AS END ZONE.3 0 (D 2 0 ui o
EZ ALL OTHER GLAZING LOCATED ON EXTERIOR OF o v Q o
STRUCTURE WILL BE CLASSIFIED AS INTERIOR
ZONE. SEE "COMPONENT AND CLADDING DESIGN
PRESSURES," ON COVER SHEET.
GABLE BRACING LOCATION.
Z
Uj J
OVERIFY OR PLACE STUD GROUP UNDER BEAM BEARING. NUMBER OF > f'1
A STUDS EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN BEAM TO t1.
STUD GROUP WITH (2) MSTA24. FASTEN STUD GROUP TO FOOTING J n
WITH LTT20B. USE 10d NAILS IN ALL HOLES. IF THREADED ROD IS v
WITHIN 12" OF BEARING, NO LTT20B IS REQUIRED. Z
PLACE 6x6 POST UNDER BEAM BEARING. FASTEN BEAM TO POST
( B ) WITH (2) MSTA24. FASTEN POST TO FOOTING WITH ABU66. USE 10d U)
NAILS IN ALL HOLES. n/
2x8 NO.2 SYP LEDGER 1
CO • FASTEN TO EACH STUD/TRUSS VERTICAL WITH (3) 1/4"X4" WOOD LjL
SCREWS LL
• FASTEN TO BAND BOARD WITH (3) ROWS OF 1/4"X4" WOOD
SCREWS AT 16" O.C.
/ FASTEN LAST STUD OF PROPOSED WALL TO EXISTING FRAMING
\: WITH 10d NAILS AT 3" O.C.
OE
APPLY 2X10X14'TO EACH SIDE OF EXISTING JOIST. FASTEN m N TOGETHER WITH (2) ROWS OF SDS25412 SCREWS AT 12" O.C. 6 14
ED
STAGGER SCREWS EACH FACE. o
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GEDFFREjr ' ek[b NM' P.E. 59328
07-1415
Sheet No.
52.01
2 OF 3
3/4 PLYWOOD DECKING FASTENED TO
JOISTS WITH 8d RING SHANK NAILS
AT 6" O.C. ON EDGE, 12" O.0 IN FIELD.
2x12 DECK JOISTS AT 16" O.C. FASTEN
TO TOP PLATE WITH H2.5A.
(2) 2x6 NO. 2 SYP TOP PLATE
FASTENED WITH (2) ROWS 10d AT 16"
O.C. STAGGERED. MINIMUM 24" LAP
WITH (12) 10d IN LAP.
3/8" ALL THREAD CONNECTORS. SEE
ALL -THREAD NOTES FOR
INSTALLATION SPECIFICATIONS,
SPACING AND EMBEDMENT.
FASTEN 7/16" OSB W/ 8d @ 6" O.C. ON
EDGES, 12" O.C. IN FIELD.
2x6 SPF STUDS AT 16" O.C.
2x6 NO. 2 SYP PT BOTTOM PLATE.
APPLY 1/2" ANCHOR BOLTS AT 6' O.C.
WITH 6" MIN EMBEDMENT, AT EACH
SIDE OF BOTTOM PLATE SPLICES.
CONTRACTOR TO VERIFY
SEE FOUNDATION PLAN FOR
SPECIFICATIONS.
GARAGE DECK SECTION
1
3/4"
EDGE O ALL THREAD WASHER
MUST BE: WITHIN 3" OF THE
HEADER KING STUD, TYP BOTH
SIDES O OPENING.
NO.2 SYP HEADER, TYP. SEE
PLANS OR SIZE, PLIES, AND
NUMBER OF KINGS AND CRIPPLES.
KING STI IDS & CRIPPLES: (6) 16d
BETWE N ADJACENT KING STUDS
AND CR PPLES.
PLACE 1/2" ANCHOR BOLTS PER
THE TYPICAL WALL SECTION.
2 TYPICAL HEADER FRAMING DETAIL
3/4" = 1'-0"
NOTES
1. IF OPENINGS ARE LOCATED BETWEEN STANDARD ALL THREAD SPACING, NO ADDI •ZONAL
CONNECTORS ARE REQUIRED FOR THE HEADER, CRIPPLES, KINGS OR TOP PLATE.
SSP AT 24" O.C. WITH ALL HOLES
FILLED WITH 8d NAILS.
NO. 2 SYP HEADER, TYP. SEE
PLANS FOR SIZE, PLIES, AND
NUMBER OF KINGS AND CRIPPLES.
CRIPPLES TO HEADER WITH
MSTA18 WITH (6) 10d IN HEADER,
(8) 10d IN CRIPPLE
KING STUDS & CRIPPLES: (6) 16d
BETWEEN ADJACENT KING STUDS
AND CRIPPLES.
ALL CRIPPLES AND KINGS TO
BOTTOM PLATE BELOW WITH SSP.
EXISTING FLOOR SYSTEM AT 16"
j O.C. FASTEN BOTTOM PLATE TO
! BAND BOARD WITH 15" CS -16,9" ON
BAND BOARD, 6" ON BOTTOM
PLATE. FILL ALL HOLES WITH 10d
NAILS.
. t w rte rz — e� r r% s R w t i /1 r1 r• —rA I I
3/4
6 WALL FILL DETAIL
3/4" 1'-0"
This document, together with the concepts and designs presented herein is intended only for the speck purpose and client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Alexander Grad Consuking, Inc.; shall be wthout liability to A�xander Grace Consuking, Inc.
EXISTING TOP PLATE AND
WALL FRAMING.
EXISTING HEADER
Cit UI- ALL I NM -AU VVAJhitK IMUS I tit
THIN 3" OF THE HEADER KING STUD, TYP
TH SIDES OF OPENING.
P PLATE TO GARAGE HEADER
NNECTION: SIMPSON SPH AT 24" O.C.
TH (12) 10dX1-1/2" COMMONS.
IP PLATE TO KING STUD CONNECTION: (2)
APSON SPH WITH (12) 10dX1-1/2"
)MMONS AT EACH END OF HEADER.
kRAGE DOOR HEADER. SEE FRAMING
ANS FOR SIZE AND PLIES.
STEN ADJACENT STUDS W/ (2) ROWS 10d
)MMON NAILS @ 8" O.C., STAGGERED.
STEN 7/16" OSB TO EXTERIOR OF
TURNS & ABOVE DOOR W/ 8d @ 3" O.C.
1 EDGE, 12" O.C. IN FIELD.
HD42 FOR GARAGE HEADER CRIPPLES.
L HOLES FILLED WITH 10d NAILS.
,RAGE SLAB
JISH GRADE
3 TYPICAL GARAGE OPENING DETAIL
3/4"
FILL OPENINGS WITH 2X4
NO.2 SPF STUDS AT 16" O.C.
FASTEN TO
HEADER/FRAMING ABOVE
AND BOTTOM PLATE BELOW
WITH (4) 10d TOE -NAILS.
WHERE DOORS/WINDOWS
EXIST, USE 2X4 BUCK.
FASTEN EACH END WITH (4)
10d TOE -NAILS.
2X4 PT NO.2 SYP BOTTOM
PLATE. FASTEN TO EXISTING
SLAB WITH 1/4" TAPCONS AT
6" O.C.
BUILT UP (3) 2X10 JOISTS. FASTEN
TO FILLER WITH LUS210-3.
EXISTING t" DECKING. REPLACE
WITH a' PLYWOOD, FASTENED
WITH 8d NAILS AT 6" O.C. ON EDGE,
12" O.C. IN FIELD, IF NEEDED.
EXISTING 2X JOISTS. FASTEN TO
FILLER WITH LUS28.
NEW W1 6X61 STEEL BEAM. (3) 2X12
FILLER. FASTEN FILLER TO STEEL
WITH (2) ROWS OF 3/4" BOLTS AT
12" O.C. STAGGERED.
TEEL SECTION WITH FLOOR
3/4" = 1'-0"
14 71., 14 -
2 �Id
r
10"x10"x3/4" THICK
BASE PLATE.
Q 3/16"
10" ���r
13/16" 0 BOLT HOLE
(TYP 4).
9 BASE PLATE DETAIL
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3/4" = 1'-0"
SEE PLAN FOR BEAM SIZE
(4) 1/2" THREADED STUD
FASTENING BOTTOM
FLANGE TO BASE PLATE.
7"x12"x1/4" PLATE, WELDE[
COLUMN BELOW AS SHO\\
3.5" STEEL COLUMN SUPPI
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SEE PLAN FOR BEAM SIZE
(4) 1/2" THREADED STUD
FASTENING BOTTOM
FLANGE TO BASE PLATE.
7"x12"x1/4" PLATE, WELDE[
COLUMN BELOW AS SHO\\
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SEE PLAN FOR BEAM SIZE
(4) 1/2" THREADED STUD
FASTENING BOTTOM
FLANGE TO BASE PLATE.
7"x12"x1/4" PLATE, WELDE[
COLUMN BELOW AS SHO\\
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:CTION 8 FOR cE
7N/BEAM FASTENING.
- -- _ .,___ Sheet No.
FIL'
10 BEAM TO COLUMNS3,01
„= ._ .. .___
1 1/2 1 0
3 of 3