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BOSCO BUILDING CONTRACTORS, INC. RESERVES THE COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS OF THESE DOCUMENTS AND ALL DIMENSIONS AND CONDITIONS ON THE JOB SHALL BE FIELD VERIFIED.
THEY ARE NOT TO BE REPRODUCED, CHANGED IN ANY MANNER, OR TRANSFERRED TO ANYONE OTHER THAN CLIENT LISTED HEREIN.
WRITTEN DIMENSIONS SHALL HAVE PRECEDENCE OVER SCALED DIMENSIONS.
2158 MAYPORT ROAD PROJECT CONTACT:
Alak Bosco AT Nackashi Renovation /— SECTION APPROVED: CHECKED BY: GE#:
%IF Inc. LANTIC BEACH,FL.322a3 Todd Bosco SCALE: 1" 20'-0'
BUIlding Contractors, – PHONE: 904-241-0320 PHONE: 904-241-0320 — A LETTER
COMMIRCLAL AND RESIDENTIAL F kk* 9G4-241-0326 FAX: 904-241-0326 DRAWN BY: T. DAVIS
todd@boscocustornhornes.com 1 llw_ – PAGE
W�� EMAIL: todd @ bOSCOCUstorilhol rl as.coin DATE: Thursday,October 16,2014 NUMBERS PAGE TITLE: Nackashi Site Plan
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BOSCO BUILDING CONTRACTORS, INC. RESERVES THE-COMMON LAW COPYRIGHT AND OTHER PROPERTY RIGHTS OF THESE DOCUMENTS AND ALL DIMENSIONS AND CO�DITIONS ON THE JOB SHALL BE FIELD VERIFIED.
THEY ARE NOT TO BE REPRODUCED, CHANGED IN ANY, MANNER, OR TRANSFERRED TO ANYONE OTHER THAN CLIENT LISTED HEREIN.
- WRITTEN DIMENSIONS SHtLL HAVE PRECEDENCE OVER SCALED DIMENSIONS.
2158 MAYPORT ROAD PROJECT CONTACT:
Mv Bv -'13 L U ATLANTIC BEACH, FL. 32233 Nackashi Renovation Todd Bosco SCALE: 1 20'-011 SECTION APPROVED: CHECKED BY: PAGE #:
Building Contractors, Inc. L TTER
PHONE: 904-241-0320 PHONE: 904-241-0320 DRAWN BY: T. DAVIS
COMMERCIAL AND RESIDENTIAL FAX: 904-241-0326 FAX: 904-241-0326
todd@boscocustomhomes.com
EMAIL: todd@boscocustomhomes.com DATE: Thursday, OCtober 16, 2014
[UMBERS PAGE TITLE: Nackashi Site Plan
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GENERAL NOTES EPDXY NOTES
'9
1. CODES USED: 2010 FLORIDA BUILDING CODE, RESIDENTIAL EDITION AND EXISTING BUILDING 1. ANCHOR BOLTS, REINFORCING STEEL, THREADED RODS, STAIR HANDRAILS, AND OTHER
EDITION,ACI, Nbs,APA AND ASCE7-10. EMBEDDED STEEL ITEMS SHALL BE SET INTO HARDENED CONCRETE W TH EPDXY OR EPDXY (9 (9
(9 (91
GROUT ONLY WHERE DETAILED ON THE DRAWINGS OR WHERE APPROVE[�BY THE ENGINEER. Cq ?:
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE W
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CODES AND AUTHORITIES HAVING JURISDICTION OVER THE WORK. 2. MANUFACTURER'S DATA FOR ALL EPDXY AND EPDXY GROUT SHALL B=_ SUBMITTED TO THE W
6
ENGINEER FOR APPROVAL PRIOR TO INSTALLATION.ACCEPTABLE EPDXY :'RODUCTS ARE: 4
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO - z
COMMENCING CONSTRUCTION. HILTI HY150,HILTI HSE2421, SIMPSON STRONG-TIE SET OR APPROVED EC UAL.
z
W z
IN USING THE ABOVE PRODUCTS, FOLLOW STRICTLY THE MANUFACTUFER'S SPECIFICATIONS
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR W
z
THIS JOB ONLY. DETAILS SHALL GOVERN CONSTRUCTION FOR THIS JOB UNLESS NOTED AND DIRECTIONS FOR MIXING AND APPLICATION. HEED ALL LABEL WARNINGS. INSTALL IN E 0
z
OTHERWISE ON THE PLANS. ACCORDANCE WITH APPLICABLE SAFETY LAWS. -0
0 a- 0
5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE 3. ALL EPDXY AND EPDXY GROUT SHALL DEVELOP A MINIMUM COMPRESSI\o E STRENGTH OF 8,000 0 W
W 0)
OWNER SHALL PROVIDE TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. PSI AND TENSILE STRENGTH OF 2,300 PSI. W __j >
SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE STRINGENT W
DESIGN IS SPECIFIED WITHIN THESE PLANS. DESIGN OF THIS STRUCTURE WAS PERFORMED 4. ALL HOLES SHALL BE DRILLED WITH A DIAMETER NO LARGER THAN 1/8' GREATER THAN THE
ASSUMING 200OPSF SOIL CAPACITY. DIAMETER OF THE STEEL MEMBER BEING INSTALLED.
D SHALL BE DRY PRIOR TO zi
6. THE SCOPE OF WORK OF THIS PROJECT IS LIMITED TO THE CHANGES SHOWN ON THESE PLANS, 5. ALL HOLES SHALL BE CLEANED WITH COMPRESSED AIR AN A, -1
C� C'j
THE SCOPE OF WORK SPECIFICALLY EXCLUDES ANY AND ALL ARCHITECTURAL, INSTALLATION OF EPDXY. HOLES SHALL BE FREE OF ALL DELETERIOUS MATERIAL SUCH AS SO.01 SO.01 0) 6
WATERPROOFING, MECHANICAL, PLUMBING OR ELECTRICAL WORK. LAITANCE, DUST, DIRT,AND OIL. W 0
7. EXISTING STRUCTURES ARE SHOWN ON DRAWINGS FOR CLARITY ONLY. VERIFY ALL 6. CONTRACTOR PERFORMING EPDXY WORK SHALL BE AN APPROVED CONTRACTOR BY THE 39'-9" z
2'-8"
EXISTING/NEW ELEVATIONS AND TYPE OF CONSTRUCTION OF THOSE STRUCTURES, AND MANUFACTURER FURNISHING THE EPDXY MATERIALS, AND SHALL HAV NO LESS THAN FIVE 2'-7 2'-6" -2'-8" 8'-0" 2'-8 8'-0" 8'41 2'-7� 55
NOTIFY ENGINEER IMMEDIATELY BEFORE BEGINNING NEW CONSTRUCTION OF ANY YEARS EXPERIENCE IN THE VARIOUS TYPES OF EPDXY RELATED WORK REQUIRED IN THIS >
W z C\I
INTERFERENCES AND/OR DISCREPANCIES THAT MIGHT EXIST BETWEEN CONSTRUCTION PROJECT. A NOTARIZED CERTIFICATION FROM THE MANUFACTURER ATTESTING TO THE 60
op
;_ EDGE OF F_
TEMPORARY BRACING/SHORING, TEMPORARY SUPPORTS AND OTHER SUCH ITEMS OR OTHER DO THE WORK.
DOCUMENTS AND/OR ACTUAL FIELD CONDITIONS. THE CONTRACTOR SHALL PROVIDE ALL TRAINING SHALL BE SUBMITTED TO THE ENGINEERARCHITECT ALONG WITH THE PROPOSAL TO L
A !!*,- PAVERS 0?
MEASURES NECESSARY TO PROTECT THE STRUCTURE AND ANY PERSONNEL DURING 9
CONSTRUCTION. THE DESIGN ADEQUACY AND SAFETY OF ABOVE ITEMS ARE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR. V-01 U)
CONCRETE NOTES
1. MINIMUM CONCRETE COMPRESSIVE STRENGTH OF ALL CONCRETE IS 3000 PSI AT 28 DAYS. W
LAP VERTICAL REINFORCEMENT 30".
2. 6X6 W1.4 X WIA WWM TO BE PLACED IN THE CENTER OF THE SLAB. WWM SHALL BE LAPPED 8". co
8"x8N16"MASONRY BLOCK WALL. FILL
C\1
THE USE OF FIBERMESH SHALL BE ALLOWED IN LIEU OF WWM. MINIMUM FIBER LENGTH= 1/2 . z
CELLS VERTICALLY AT 4'-0"O.C.WITH W
3000 PSI CONCRETE AND(1)#5 BAR, UNO.
3. SLAB THICKNESS IS 4", UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED z 0 0 _j
OVER A 6 MIL. VAPOR BARRIER AND THE SOIL SHOULD BE TREATED WITH TERMITE POISON CC NTINUOUS#4 IN THICKENED EDGE 0
M40
PRIOR TO POURING. FODTING. U) F
0 W 3f
FODTING POURED WITH 3000psi
CC NCRETE WITH FIBERMESH. V-8";f W
COHESIVE SOILS OR ANY OTHER DELETERIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% z ED
4. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, (D 0
MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR TWO FEET BELOW THE BOTTOM OF THE IJN I <
4
FOOTING. z C)
FINISHED 0C) F-
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GRADE PAMERS zo V_
5. ALL REINFORCEMENT SHALL BE GRADE 40 DEFORMED BARS CONFORMING TO ASTM-A615. Co
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CN _j
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<4 _11 6 NIIL VAPOR BARRIER OR EQUIVALENT CO F-
6. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 36 BAR DIAMETERS OR 24", 4 <
-:R IS GREATER.
:�2: z
CC MPACTED SUBBASE AND
WHICHEVE WATERPROOFING BETWEEN
0
7. CORNER I�EINFORCEMENT SHALL BE LAPPED 25". FODTING/SLAB F_ SO.01
X= 20"WITH(3)#5 C?
8. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; ..... ..... &4 0
8.1. 3" FOR CONCRETE CAST AND PERMANENTLY EXPOSED TO EARTH
8.2. 2"FOR CONCRETE EXPOSED TO EARTH AND WEATHER
8.3. 1 1/2"FOR CONCRETE NOT EXPOSED TO WEATHER OR EARTH FOR THE PRIMARY
C\I
REINr-ORCEMENT. ONOLITHIC FOOTING SECTION
9. ONLY DIMENSIONS FOUND ON THE FOUNDATION PLAN BY ALEXANDER GRACE CONSULTING, '= 1-0"
3 4'
INC., SHOULD BE USED FOR FOUNDATION CONSTRUCTION. IF DIMENSIONS CAN NOT BE
DETERMINED FROM FOUNDATION PLAN, CONTACT THE ENGINEER OF RECORD.
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10. STEMWALL TO BE A MAXIMUM OF SIX (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF c: 3:
U 0 2 (9 a; 0)
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STEMWALL WILL EXCEED SIX(6)COURSES IN HEIGHT. 2 CL (a
THE.TOP,TWO COURSES,OF J,
11. WHERE THREADED.RODS ARE EMBEDDED 12" INTO STEMWALLS
STEMWALL MUST BE FILLED.
FRAMING NOTES F
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 SO.01 U)
CONSTRUCTION.
W
LAP\j ERTICAL REINFORCEMENT 30".
r2 F_
2. DESIGN LOADING FOR THIS STRUCTURE IS FOUND IN THE LOAD TABLE ON THIS SHEET.
8"X8")16"MASONRY BLOCK WALL. FILL
3. ALL FRAMING ANCHORS SHOWN ON PLANS ARE SIMPSON. ALTERNATE CONNECTORS ARE CELLS VERTICALLY AT 4!-0"O.C.WITH 0
ACCEPTABLE PROVIDED EQUAL OR GREATER CAPACITIES ARE ACHIEVED. CONTACT ENGINEER 3000 SI CONCRETE AND(1)#5 BAR, UNO. z
OF RECORD IF EQUAL CAPACITIES ARE NOT APPARENT. CONTINUOUS#4 IN THICKENED EDGE Cf)
FOOTING.
4. ALL WOOD DIRECTLY EXPOSED TO CONCRETE, MASONRY OR SOIL SHALL BE PRESSURE FOOT ING AND SLAB POURED WITH
TREATED. 3000p si CONCRETE WITH FIBERMESH.
5. ALL WOOD DIRECTLY EXPOSED TO WEATHER SHALL BE PRESSURE TREATED.
N W
z zo
FINISHED
6. NAILS OR CONNECTORS EXPOSED TO WEATHER SHALL BE GALVANIZED. z
GRADE
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7. DIMENSION LUMBER
7.1. ALL MEMBER SIZES GIVEN IN THE DRAWINGS ARE NOMINAL DIMENSIONS
6 MIL POR BARRIER OR EQUIVALENT __A1
7.2. WHERE POSTS ARE CALLED OUT, HEADERS SHALL BEAR FULLY ON POSTS.
7.3. ALL BEAMS AND JOISTS NOT BEARING ON SUPPORTING MEMBERS SHALL BE FRAMED WITH WATE RPROOFING BETWEEN
SIMPSON STRONG-TIE JOIST HANGERS OR EQUAL PER APPROVAL OF THE ENGINEER OF COMF ACTED SUBBASE AND -5'-0" 6'-3"
RECORD. THE JOIST HANGERS SHALL BE NAILED WITH NAILS MEETING THE DIAMETER AND FOOT NG/SLAB
LENGTH PER THE DETAILS. X 2("WITH(3)#5
1'-8" 6"
8. ALL NAILS SHALL BE COMMON NAILS, UNLESS OTHERWISE NOTED. NAIL SIZES ARE DEFINED CD 04
(3 C'j U.)
BELOW: C co W
0)t-
8d=0.131"x 2-1/2" W<
frn:)�MONOLITHIC FOOTING SECTION
10d=0.148"x 3" 8"x8"THICKENED EDGE WITH
12d=0.148"x 3-1/4" (1)#4 CONTINUOUS 0 .2.2
16d=0.162"x 3-1/2" 0 U_U_
a)
#5 REINFORCEMENT, DRILLED AND EPDXIED USING 0
9. WHERE FRAMING DETAILS SHOW FOOTINGS, SEE FOOTING DETAILS ON THE FOUNDATION PLAN SIMPSON SET ADHESIVE. MINIMUM EMBEDMENT INTO - to
o 04
AND/OR THE FOOTING DETAILS SHEET. EXISTING AND PROPOSED FOOTINGS IS 6". MINIMUM
a)
EDGE DISTANCE OF REINFORCEMENT IS 3". MAXIMUM
C
10. CONVENTIONAL FRAMING LUMBER IS2x No.2 SYP UNLESS NOTED OTHERWISE. HORIZONTAL SEPARATION OF BARS IS 48". M
8"TH I C KEN E D EDGE WITH(1#4 X
a) m
LOAD TABLE 8 M. "�
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-EXISTING SLAB c) >
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ROOF: C14 _T C4
LIVE LOAD: 20.0 PSF ca C)
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DEAD LOAD: 7.0 PSF
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CEILING:
LIVE LOAD: 10.0 PSF
LIVE LOAD-STORAGE: 30.0 PSF
DEAD LOAD: 5.0 PSF 53 1.
FLOOR: COMPONENT AND CLADDING �4 I ,_4
11- 11 F:::
LIVE LOAD: 40.0 PSF
DEAD LOAD: 10.0 PSF DESIGN PRESSURES
DECK LIVE LOAD: 50.0 PSF ..... .
EFFECTIVE INTERIOR ZONES,
END ZONES, PSF G TN 04 328
WIND LOADS: AREA, SF PSF /�O;%SECTIO "'114
WIND SPEED: 130 MPH c0i
EXPOSURE: 0-20 24.4 -32.0 24.4 -26.6 Sheet No.
IMPORTANCE: 1.0
BUILDING CATEGORY: 11 20-50 22.9 -28.8 22.9 -25.3 . .....
ENCLOSED BUILDING:
INTERIOR PRESSURE 50-100 21.6 -27.2 21.6 -24.0 =7MR,D FOR CODE C0MPLjANf.-,E
0.18
COEFFICIENT: i SOM01
ROOF PITCH: MATCH EXISTING 100-200 20.8 --24.4 20.8 22.9 Crff 0FXfLMMCBEAC.11
SE-F-PERMITS FOR ADDITIONAL
QUIREMENTS AND CONDITIONS.
OF 3
This document,together with the concepts and designs presented herein is intended only for the specific purpose arid client for which it was prepared. Reuse of and improper reliance on this document without written authorization by Alexander Grace Consulting,Inc.,shall be without liability to Alexander Grace Consulting,Inc t
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FRAMING NOTES AND LEGEND
CASTCRETE CASTCRETE CASTCRETE 3 CASTCRETE TOP AND BOTTOM PLATE MATERIAL: 2x No.2 SYP, UNO. C"I
v >
S1.02 8F8-1 B 8F8-1 B 8F8-1 B S1.01 8F8-1 B B�) B STUD MATERIAL: 2x No.2 SPF, UNO. 9 W
Iv`TnYP (PRECAST) (PRECAST) Elf-
(PRECAST) TYP (PRECAST) 4
---- ---------- --------- X12 (2)2XI 2 (2)2X12 (2)2X1 2
(2))2 HEADERS:
E== -----------
--------- ALL HEADERS ARE (2) 2x6 No. 2 SYP WITH TWO KINGS AND ONE CRIPPLE, z
111 z
-------------- --- ---------- UNO. FASTEN HEADER LUMBER TOGETHER USING (2) ROWS OF 16d (0.148" X �5
8 ------
S1.02 /4--)l 3.5") COMMON NAILS AT 12" ON CENTER. USE OSB SHIMS AS NECESSARY TO -0
E Z 0
F- 2X12 JOISTS MAKE THE HEADER THICKNESS EQUAL TO THAT OF THE WALL IT IS IN. SEE :3 0 0
I I lrf= z
(2)2X12 S1 4 01 AT 16"O.C. (2)2XI 0 - W W
.01 f I THE HEADER DETAIL FOR FASTENING SPECIFICATIONS. -0
I /I \\ N� '-�11 (4)1.75"X1 1.25" 0 a- 0 CIL
ZZ/ Ll LAM V
(2)2X8 2:1 W 7) 5:
(2)2X8 2:1 0 U) W
NUMBER OF PLIES IN HEADER
NUMBER OF KING STUDS
91 / I il —
YA7 F=1 ^7 \1, 7
CASTCRETE
6 YA�4
8F8-1 B
(PRECAST) �Si.01� S1.01
��-o 1 2x6,2:1
0'j 0
B NUMBER OF CRIPPLE STUDS W C> -
SIZE OF DIMENSIONAL LUMBER
z
0
SHEAR WALLS: LD
04
W z
ALL WALLS ACT AS LATERAL FORCE RESISTING ELEMENTS BASED ON THE
TYPICAL WALL SECTION, THREADED ROD SPACING, AND SPECIFIC
YA9
=1 NIST-03) THREADED ROD LOCATIONS SHOWN ON THE FRAMING PLAN, AS NOTED
I 'v- TYP BELOW. WALLS REQUIRING ADDITIONAL NAILING AND HOLDDOWNS, IF ANY,
2X12JOISTS CASTCRETE 2X12 JOISTS AT ARE NOTED ON THE PLAN.
AT 12"O.C.— 8F8-1 B 16"O.C.WITH
1 11 5
(PRECAST) - - - - 2'-0"CANTILEVER
�-O 1 SW -#/S# SHEARWALL LOCATION 0
SEE DETAILS FOR FASTENERS
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lIZ1177111 '1ZZ17ZZ11ZZ=/1z BLOCK JOI�ST,' CY)
AT CANTILEVER z
TYP SHEET NUMBER CY)
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CANTILEVERS SHEAR WALL DESIGNATION 0 -j
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PORCH/GLULAM BEAM C) W F-
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---- INTERIOR BEARING WALL >
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S1.02 7 00 F-
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Oz/ --- / -" I - _._i- -I- ----ff /(3)2X12 Lo Z
- - - - --- -- - -- - - - - -- - - -- - - - - -T -I - i T- <
VERIFY OR PLACE STUD GROUP UNDER BEAM BEARING. NUMBER
z: r OF STUDS EQUALS THAT OF BEAM PLY, MIN 2 STUDS. FASTEN
r
9
7 S1702 BEAM TO STUD GROUP WITH (2)MSTA24. FASTEN STUD GROUP TO
FOOTING WITH LTT20B.USE 10d NAILS IN ALL HOLES. IF THREADED <
0 Z
FORMED 8"WIDE X ROD IS WITHIN 12"OF BEARING, NO LTT20B IS REQUIRED.
16"DEEP CONCRETE B PLACE 6x6 POST UNDER BEAM BEARING. FASTEN BEAM TO POST U)
BEAM WITH(2)#5 PER DETAIL 5. FASTEN POST TO BOND BEAM PER DETAIL 3. 0
BARS CONTINUOUS.
2x12 NO.2 SYP LEDGER
'—BOND BEAM FC I-LOWS 0 FASTEN TO EACH STU D/TRUSS VERTICAL WITH (3)1/4"X4"
SLOPE OF STAIRS. WOODSCREWS
1 r 0 FASTEN TO BAND BOARD WITH(3)ROWS OF 1/4"X4"WOOD
----- -- - SCREWS AT 16"O.C.
FASTEN HEADER TO LEDGER WITH HUC210-2,ALL HOLES FILLED :It
51 CD
WITH 10d NAILS. �0
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—————— - C -Zt > 3: C6
3: (9 2
HUC210-3-SDS SKR45 CL
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0
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PLACE 6x6/2X6 POST UNDER BEAM BEARING.FASTEN BEAM TO
L---- - - - POST PER DETAIL 5. FASTEN POST TO BOND BEAM PER DETAIL 3.
FASTEN 2X6 TO POST WITH 1 Od NAILS AT 3"O.C.
z
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EXISTING LINTEL OVER OPENING.
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FILLIN OPENI 12X8 PT NO2. SPF STUDS
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CM to
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PERIMETER 2X8 PT MEMBERS FASTENED TO U)C*4
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