Plans 220 11th St (vault) REVISIONS BY
AL
A-1 h
J,—
Z X
-4
3E r -TI
X 15 1 Q-)�qv-�
APPROVED
-4�
CITY OF ATLANTIC BEAC
H
t7l- BUILDING OFFICE
MAY 13 2006
W-W-r A IV CXVF-� 41, k- By: ---------
77=-
A;
i
Z-0 0 -�l
�o V1 t'.1v t-
L
7,&-&'Ac"i G LA YP f5ru!
`T;
<
4
7-
B4,ri I-
4
4
1+ &L 404-E cll_ -4 G:t,
T t
�TL
10
V4 ok ovr�--41
A
F
c 0 ZCA j
v b .—)L Ai 1"6
OUr-A� E t 1
0 AF
DID"-
(n mv- 5 Nc�A 6 1 Drr- 09 05 oT
n<
Z4 11
11Z) S,
wo"a c,&.p
+
1-J
$Lv w ooQ 44k4o
0
A
0 kl
SE E F-4G,i kA Ema i m c.9, o m-1 mo :?,VI 510,�o
v
s Z4
-Do L4 6 L-4;L -1,3 P V
I(L ll�p
Y I
r
Lf
2_ t;,l MAILS
OC.
Yz
7 1
W -Tr
IN, ma ?QXXIF Dlwck�
t
3,14" 14-,y woo-�
Ark
t)-T ol.�40 To VXV�
/A
T
'PQx)kA0E- kkE74L
Z- 2->C4,-ZQ:r-V- ;5ajS-r ?-4 Ot C,
�Zlo.c
lEbr-"
x 11E�T I m wAo k,
OF Omrjl--�S G F op Em i V4 c,'s
Z& UAAL
DRAWN
CHECKED
Tc 4��x Z -TD S"TLAb -7 1 CAL
0,
+
-j DATE
cv-
4
fly 15
0 r4
SCALE
14,t�,S-7,," VJ&.(-L
Tt-
CD
1�, �111�o5 SHEET
IF 0
tot IF
V I�a Fv IN sesee
ERAMD
MEY
NO.4030
7L
4,
SHEETS
NAVONAL PONTFAST NO 186A 24x36-,
40 LL
CO
X;j "I
z
C N
0 < Cc N
0 to M
ta
,.,. 3 C-4
000
EF
4 zm "
SL 181
12th Street
U.
(401 R/W)
------- --------------------- 125!-0"-
------------
CD
-F�
2r-U C>
`7 NIB
z
CD
Page #
Scale - 1" 10'
112"THREADED ROD
,VCONCRETE SLAB
W/FIBER MESH
LL
te,miN. GRADE CO
16"X 20"CONT.CONCRETE FOOTING
REBAR(2)CONTINUOUS @ PERIMETER
VAPOR BARRIER
I-J
ON COMPACTED FILL
Al z >
04
US 0
MONOLITHIC SLAB ON GRADE C-4
000
Fowl
F—
a.
House
Al
Al Monolithic Stab
Al
A,)
Al
1 12'-6 3/8o
Garage
Al Monolithic Slab
b
QU
Page #
Scale - 1/8 in. 1 ft.
4) LL
V)
---- ----------------------------- ---------------------------------------------------------------- ------- r
WY-1 IM
(A
LO
> C-4
TABLE 0 < C C4
0 to 0 M
C4
000
Additions
Garage 300 s.f.
New I mt Floor Extension 84 s.f.
New Driveway 225 s.f.
12th Street Existing Driveway Removal 646 s.f.
Addition Total 609 s.f.
(401 R/W) Deductions Total 546 s.f.
Balance 53 s.f. (2.6%)
N.Ch..gat.E�it*Grade
EP:a4r Linj,
�D
CD New
Foundation
-Extension
an�tirg
84 s.f
CD
CD 7�7/7'7
(D 24'-
0 Total Area: 62.160 S.f.
�31 N—WoMITI f!Zo
'N I o Change to E—fing Grad. CD Existing Impervious: 2058 s.E 29-4"
Ff 4
Post Imperviouts Development:2111 s.E
Total Conditiooied:3475 s.f.
No Change to aisting Grade \New Foundation 6 No Change to Fxe;ting Grade
Over E
Page 4#
N.Change t.Fiahr�A Grade
F-
2
Site Plan @Scale - 1" 10'
3' AD- 4) U.
--- -------------- --------------- ------------------------------ -------------------------------- -------
APR 2 0 2006
.—coo
r- Z > C-4
0 < r- C4
TABLE
LO 0
CM U)
000
Additions
Garage 300 s.f. 0
New I rst Floor Extension 84 s.f. 0-
New Driveway 225 s.f.
12th Street Existing Driveway Removal 546 s.f.
Addition Total 609 s.f.
(401 R/W) Deductions Total 546 s.f. --
Balance 63 s.f. (2 6 6/6
4)
No Change to Existing Cmde
CD Epw
�in]g
New
X U)
Foundation
Extension CD
Fi�ftng&&—lk 0
84 s.f
CD
0 11111111 Total Area: (0250 s.E
N—W..drhk
CD Existing Impwrvious:2058 s.E
o Change to&.ung(hade Post ImperviiOus Development: 2111 s.E
Total Condit0oned:3475 s.E
UQ No Change to Exmfirr,GTad! New Foundation _-E il-- No Change to F..t.*C—&
(D
z ,.? Over Existm* g :A—
CL Page #
NoChangetoLl�—tMC�&
2
Site Plan @Scale - 1" 10'
Uleld GUS
P-j7Z:
ct
c;j
7 FI-
CD ---------------------------
ct
Al F-w
A&
�4
A
A A,,/-j IOJ7)
V
CD
rm�-
(D I
AL
C— In TQQJTS qTz I
01 -10,
=0
Cgs z
C) = �a 0
CD CD
co 0 19
C07
'n CD
v
(D
ULNLKAL NQIL�; V_smovA-Tlofq I
1. CODES USED: 20M FLORIDA BUILDIMG CODE, ACI, NOS, APA AND ASCE-7-98. ALL LATEST EDITIONS USED. Z ZO 17-l"' 15-r(LIECI hO LAol-TtC?;r-P
2. ALL DESIGN, CONSTRUCTION AND mxrERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAIANG
JURISDICTION OVER THE WORK. 2n_0_4'- rL,0(L I aA I L-0 I hl& C0113e
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 0
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL
=
CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE NOTED ON THE PLANS, T�A t-zc'��'x It�'k&
5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 'IAkI60 -TioCz)
0 LL
6. DIMENSIONS ARE SHOWN FOR REFER-NCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS
CANNOT BE DETERMINED FROM THE ARCHITECTURAL PLANS, CONTACT THE ENGINEER OF RECORD. W/-�>"-1 ct C-1 V�� ope Iq I ta
r (n
7. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. IT IS RECOMMENDED THAT THE OWNER PWI 0)
TO THE CONTRACTOR A REPORT OF THE: SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOW L' vFC71,P'o I-
VNjle> C0ik5_Tf?_LAC,_(j0Kj V_lL-X3ZFCAj,� co
UNLESS MORE STRINGENT DESIGN I� SFECIFIED WITHIN THESE PLANS.
MAY 0 4 2006
c Z > C'A
0 C4
0 r*
MATERIAL SPECIFICATIONS: 2
BY: CAST-IN-PLACE CONCRETE: SHALL HAV- A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. cc
0
CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE A MINIMUM THREADED ROD:
AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270).
IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRE�SSIVE THIS SYSTEM USES A THREADED ROD (THRU-BOLT) CONTINUOUS FROM THE FOUNDATION TO THE DOUBLE TOP PLATE. 4)
STRENTH (f'm) OF 1500 PSI, TYPICAL ANCHOR BOLTS ARE ONLY REQUIRED AT THE FOLLOWING LOCATIONS:
SPACED 0 6' D.C. AT THE EXTERIOR WALL SILL PLATE WHERE THE THRU-BOLT SPACING IS GREATER THAN 6' O.C.
GROUT: THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3 8. AT THE EXTERIOR WALL SILL PLATES WHERE THE THRU-BOLT IS MORE THAN 12" FROM THE END OF THE PLATE.
PLACED AT AN 8" TO I I" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN T�STED IN ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES.
ACCORDANCE WITH ASTM C 1019. THE NUT AT THE DOUBLE TOP PLATE SHALL RECEIVE A FINAL TIGHTENING AFTER THE ROOF SYSTEM IS INSTALLED.
REINFORCING STEEL: SHALL BE ASTM A1515, GRADE 40
STRUCTURAL STEEL: SHALL BE ASTM A,26. VERTICAL FRAMING:
STEEL PIPE AND STRUCTURAL TUBING: 13HALL BE ASTM A500 (GRADE B) USE 2x4 STUDS FOR ALL EXTERIOR WALLS AND 2x4 STUDS FOR ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE IN
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. THESE PLANS.
SPACE STUDS 0 16" D.C. MINIMUM AT ALL EXTERIOR WALLS, INTERIOR BEARING WALLS AND INTERIOR SHEARWALLS.
ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. SPACE STUDS 0 24" D.C. MINIMUM AT ALL INTERIOR NON-BEARING WALLS.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM F 436 GRADE 36, USE SPF STUD GRADE (OR BETTER) FOR ALL WALLS UP TO 8'. USE SPF #2 (OR BETTER) FOR ALL WALLS OVER 8�
U.N.0, IN THESE PLANS.
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. USE SYP #2 TOP PLATES AND PT SYP #2 SILL PLATES.
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): IN GENERAL, THE THRU-BOLTS SERVE AS THE CONTINUOUS LOAD PATH FROM THE DOUBLE TOP PLATE TO THE
* SIMPSON STRONG-TIE CO., PRODUCT: EPDXY-TIE SET FOUNDATION.
WHERE "CONVENTIONAL STRAPPING' IS SHOWN ON THESE PLANS, USE:
* SIMPSON STRONG-TIE CO., PRODUCT: ACRYLIC-TIE AT SIMPSON SP2 W/ (6) 10D NAILS EACH END FOR WALL STUD TO TOP PLATE CONNECTIONS a 32- D.C.
METAL CONNECTORS: ALL METAL CONMECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E. ACQ TREATED) SHALL BEE SIMPSON CS20 STRAPPING W1 (7) IODxl.5- NAILS EACH END FOR SECOND-STORY WALL STUD CONNECTIONS 0 32" D.C.
GALANIZED OR STAINLESS STEEL. ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (LE, BORATE) SHALL SIMPSON SP1 W/ (6) 10D NAILS TO STUD AND (4) 10D NAILS TO SILL PLATE 0 16" D.C. AND ANCHOR BOLTS AT 32' O.C,
BE Z-mAx COATED.
NAILS: ALL NAJLS EXPOSED TO EXTERIOR SHALL BE GALVANIZED OR STAINLESS STEEL. U)
ALL NAILS EXPOSED TO FIRE-TREATED LUMBER SHALL BE STAINLESS STEEL. MASONRY:
ROOF ASSEMBLIES: MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC CHAPTER 21 AND IN
ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH FBC CHAPTER 15. ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES, ACI 530.1-99.
FOOTINGS AND FOUNDATIONS: ACI 3.5 D LIMITS THE GROUT LIFT HEIGHT TO 5' AND REQUIRES A 1-HOUR INITIAL SET
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC CHAPTER 18 AND AS NOTED IN THESE PLANS, TIME BETWEEN LIFTS.
SOILS STEEL:
MINIMUM ALLOWABLE SOIL BEARING CAPACITY = 2500 PSI STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC CHAPTER 22.
SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO
THE CONTRACTOR A REPORT OF THE SU3SURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL
BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THE SE PLANS. EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING-
THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBIRS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER PROVIDE APA RATED SHEATHING WHERE STUCCO, BRICK OR STONE VENEER, OR HARDIPLANK LAP SIDING ARE INDICATED ON PLANS,
DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 957 MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF PROVIDE APA RATED SHEATHING AT INTERIOR SHEARWALLS. 09%
2'-0' BELOW THE BOTTOM OF THE FOOlING. FASTEN �r," THICK SHEATHING W/ 8D COMMON NAILS SPACED 6' D.C. AT PANEL EDGES AND 12� O.C. AT INTERMEDIATE SUPPORT-
MASONRY STEMWALLS: REDUCE NAIL SPACING TO 3" O.C. AROUND ALL OPENINGS. USE 3" EDGE NAILIN IN THE LOWER TOP PLATE ON ALL EXTERIOR W,
MASONRY STEMWALLS SHALL BE IN ACCORDANCE WITH FBC SECTION 1804,6 AND AS NOTED IN THESE PLANS, HEADERS/JACK STUDS:
SEE BELOW FOR MASONRY SPECIFICATIONS.
THE HEADER AND JACK STUD TABLES IN 2308.3 SHALL NOT BE USED. REFER TO THESE PLANS FOR HEADER AND JACK STUD RE
STEMWALL TO BE A MAXIMUM OF (6) COJRSES TALL, CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED
(6) COURSES IN HEIGHT.
STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. POST AND BEAM FRAMING:
WHERE THREADED RODS ARE EMBEDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE ATTACH HEADERS TO POSTS W1 (2) SIMPSON CS20 FLAT STRAPS W/ (7) 10D(xl.5" NAILS TO HEADER AND (7) 100.5" NAILS To
FILLED. POST.
CONCRETE: NOTCH HEADERS UNDER TOP PLATES AND BEAR-ON-JACK STUDS OR USE SIMPSON HUC410 HANGER W/ (8) 16D TO WALL (8)
16D TO HEADER.
CONCRETE AND STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FOC CHAPTER 19. ANCHOR POSTS TO FOUNDATION W/ SIMPSON ABU POST BASE W/ (1) %" THREADED ROD SET 7" INTO FOOTING AND (12) 16D
NAILS TO POST OR USE (1) SIMPSON HTT16 W/ (1) %" THREADED ROD SET 7" INTO FOOTING (18) 16D NAILS TO POST.
CONVENTIONAL-FRAMING NOTES:
I. ALL CONVENTIONAL FRAMING SHALL BE 3YP. NO. 2 OR BMERJ ROOF AND CEILING FRAMING: Page #
2. ALL RAFTERS SHALL bE 2XlO's 0 24' D.C. U,N.O. ALL CONVENTIONAL FRAMING SHALL BE SYP #2. REFER TO TRUSS SHOP DRAWINGS FOR TRUSS DETAILS. PROVIDE 1X4 PULIN
3. FASTEN ALL RAFTERS TO PLATES WITH 12) SIMP. H8 CLIPS W/ (5) 10d X 1,5" NAILS EACH END FOR SPANS UP TO 10 FT. BRACING ABOVE THE BOTTOM CHORD OF ROOF TURSSES AT THE SPACING INDICATED IN THE SHOP DRAWINGS FASTEN W1 (2) 6D
4. FASTEN ALL RAFTERS AT RIDGES WITH 2X6 COLLAR TIES. FACE-NAIL COLLAR TIES TO RAFTERS WITH (5) .131 X 3' NAILS. NAILS AT EACH TRUSS. PROVIDE SOLID BLOCKING AT ROOF SHEATHING JOINTS IN THE FIRST TWO RAFrERS OR TRUSS SPACES
5. FASTEN ALL JACK RAFTERS TO HIP�S AND VALLEYS w/(4) 131 X 3" TOE-NAILS. FROM THE GABLE ENDS.
6. ALL RIDGES, HIPS AND VALLEYS SHALL 3E ONE (1) NOM. SIZE LARGER THAN ADJOINING RAFTERS U.N.O.
7. FASTEN RAFTERS TO CEILING JOISTS WIIH (4) .131 X 3" NAILS. ROOF SHEATHING AND DIAPHRAM AT7ACHMENT:
8. FASTEN RAFTERS AND CEILING JOISTS TO PLATES WITH (3) .131 X 3" TOE-NAILS. USE 15/32- APA RATED SHEATHING FASTENED W/ 8D NAILS 6" D.C. EDGES, 6" D.C. INTERMEDIATE.
9. FASTEN ALL HIP AND VALLEYS TO PLATES WITH (2) SIMP. MTS12 TWIST STRAPS w/(7) 10d X 1.5" NAILS EACH END OF EACH SiTRAP.
10. FASTEN NAILERS TO EA. RAFTER W/ (1--,) 16d NAILS.
11. BENEATH EACH HIP OR VALLEY TO PLATE CONN. USE MIN. (2) SYP.#2 STUDS BENEATH. GABLE ENDWALLS:
12. FROM POST TO PLATE/WALL, STRAP DOWN W1 (2) MSTA24 FLAT STRAPS. PROVIDE PLATFORM FRAMING IN ATTIC OR BALLOON FRAME WALL STUDS AT ALL GABLE ENDS.
13. ALL INTERIOR WALLS WITH POST FROM ABOVE TO BE STRAPED TO FDN. W/ CONVENTIONAL STRAPPING. SEE GENERAL NOTES.
UENENAL NQIL�)
M_ (-Lit"EGS
1. CODES USED: 20M FLORIDA BUILD114G CODE, ACI, NDS, APA AND ASCE-7-98. ALL LATEST EDITIONS USED. Z ZO I-2--rA S I aAF C-1 Ll L A, I
2, ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING
JURISDICTION OVER THE WORK. 'F L,0(L I OA k I L� 0 1 Ni& C 0-0
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. C
4. DETALS FOUND WITHIN THESE DRAW�NGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL CIO�
CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE NOTED ON THE PLANS.
5. CONTRACTOR SHALL VERIFY ALL DIMIENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. �A,60 TO F_
R E 4) LL
6. DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS
17-v CANNOT BE DETERMINED FROM THE ARCHITECTURAL PLANS, CONTACT THE ENGINEER OF RECORD. �zo �KP'A wwo
MMENDED THAT THE: OWNER �'RO
7. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. IT IS RECO
BE FOLLOW Jt) C0tA5_TR_LlC,_(l0Kl Wooz -FCAI,�e_
TO THE CONTRACTOR A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL -r4 co
MAY o 4 2000 UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. 43)
a z > cq
0 < r- C-4
MATERIAL ,SPECIFICATIONS:
-i
CAST-IN-PLACE CONCRETE: SHALL HA�E A COMPRESSIVE STRENGTH OF 2500 PSI AT 28 DAYS. 0 co
CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE A MINIMUM OET THREADED ROD:
AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270), THIS SYSTEM USES A THREADED ROD (THRU-BOLT) CONTINUOUS FROM THE FOUNDATION TO THE DOUBLE TOP PLATE.
IN ACCORDANCE WITH ACI 530, THE 1�100 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPREESSIVE
STRENTH (f'm) OF 1500 PSI, TYPICAL ANCHOR BOLTS ARE ONLY REQUIRED AT THE FOLLOWING LOCATIONS:
SPACED 0 6' D.C. AT THE EXTERIOR WALL SILL PLATE WHERE THE THRU-BOLT SPACING IS GREATER THAN 6' D.C.
GROUT: THE GROUT SHALL BE IN ACCORDANCE W�TH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 32/,8" AT THE EXTERIOR WALL SILL PLATES WHERE THE THRU-BOLT IS MORE THAN 12" FROM THE END OF THE PLATE.
PLACED AT AN 8" TO 11" SLUMP AND HAVE A M NIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN Tff-STED IN ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES.
ACCORDANCE WITH ASTM C 1019. THE NUT AT THE DOUBLE TOP PLATE SHALL RECEIVE A FINAL TIGHTENING AFTER THE ROOF SYSTEM IS INSTALLED.
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 40
STRUCTURAL STEEL: SHALL BE ASTM X�6. VERTICAL FRAMING:
STEEL PIPE AND STRUCTURAL TUBING: SHALL BE ASTM A500 (GRADE B) USE 2x4 STUDS FOR ALL EXTERIOR WALLS AND 2x4 STUDS FOR ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE IN
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185. THESE PLANS.
SPACE STUDS 0 16" D.C. MINIMUM AT ALL EXTERIOR WALLS, INTERIOR BEARING WALLS AND INTERIOR SHEARWALLS.
ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. SPACE STUDS 0 24" O.C. MINIMUM AT ALL INTERIOR NON-BEARING WALLS.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM F 436 GRADE 36. USE SPF STUD GRADE (OR BETTER) FOR ALL WALLS UP TO 8'. USE SPF #2 (OR BETTER) FOR ALL WALLS OVER 8'
U.N.O. IN THESE PLANS,
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 563 GRADE A HEX. USE SYP #2 TOP PLATES AND PT SYP #2 SILL PLATES.
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): IN GENERAL, THE THRU-BOLTS SERVE AS THE CONTINUOUS LOAD PATH FROM THE DOUBLE TOP PLATE TO THE
* SIMPSON STRONG-TIE CO., PRO)UCT: EPDXY-TIE SET FOUNDATION.
* SIMPSON STRONG-TIE CO., PRODUCT: ACRYLIC-TIE AT WHERE "CONVENTIONAL STRAPPING" IS SHOWN ON THESE PLANS, USE:
SIMPSON SP2 W/ (6) 10D NALS EACH END FOR WALL STUD TO TOP PLATE CONNECTIONS 0 32' D.C.
METAL CONNECTORS: ALL METAL CON14ECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E, ACQ TREATED) SHALL 8FE SIMPSON CS20 STRAPPING W/ (7) 1ODxl.5" NAILS EACH END FOR SECOND-STORY WALL STUD CONNECTIONS 0 32" O.C.
GALANIZED OR STANLESS STEEL. ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (1,E, BORATE) 'SKALL SIMPSON SPI W/ (6) 10D NALS TO STUD AND (4) 10D NAILS TO SILL PLATE 0 16" D.C. AND ANCHOR BOLTS AT 32' D.C.
BE Z-MAX COATED.
NAILS: ALL NAILS EXPOSED TO EXTERIOR SHALL BE GALVANIZED OR STAINLESS STEEL. 0
ALL NAILS EXPOSED TO FIRE-TREATED LUMBER SHALL BE STAINLESS STEEL. MASONRY: 4)
ROOF ASSEMBLIES: MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC CHAPTER 21 AND IN
ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH FBC CHAPTER 15. ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES, ACI 530.1-99,
FOOTINGS AND FOUNDATIONS: ACI 3.5 D LIMITS THE GROUT LIFT HEIGHT TO 5' AND REQUIRES A 1-HOUR INITIAL SET
TIME BETWEEN LIFTS.
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH FBC CHAPTER 18 AND AS NOTED IN THESE PLANS.
SOILS STEEL:
MINIMUM ALLOWABLE SOIL BEARING CAPACITY = 2500 PSI STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC CHAPTER 22.
SUBSURFACE SOIL CONDITIONS WERE NCT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO
THE CONTRACTOR A REPORT OF THE SLBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL
BE FOLLOWED UNLESS MORE STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING:
THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBIRS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER PROVIDE APA RATED SHEATHING WHERE STUCCO, BRICK OR STONE VENEER, OR HARDIPLANK LAP SIDING ARE INDICATED ON PLANS.
DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF PROVIDE APA RATED SHEATHING AT INTERIOR SHEARWALLS.
2'-0" BELOW THE BOTTOM OF THE FOorING. FASTEN 3W THICK SHEATHING W/ 8D COMMON NAILS SPACED 6" D.C. AT PANEL EDGES AND 12� D.C. AT INTERMEDIATE SUPPORTS
REDUCE NAIL SPACING TO 3" O.C. AROUND ALL OPENINGS. USE 3" EDGE NAILING IN THE LOWER TOP PLATE ON ALL EXTERIOR W,
MASONRY STEMWALLS:
MASONRY STEMWALLS SHALL BE IN ACCORDANCE WITH FBC SECTION 1804.6 AND AS NOTED IN THESE PLANS, HEADERVACK STUDS:
SEE BELOW FOR MASONRY SPECIFICATIONS,
STEMWALL TO BE A MAXIMUM OF (6) CCURSES TALL� CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED THE HEADER AND JACK STUD TABLES IN 2308.3 SHALL NOT BE USED. REFER TO THESE PLANS FOR HEADER AND JACK STUD RE
(6) COURSES IN HEIGHT. 4a
STEMWALL AND MONOLITHiC FOOTINGS ARE INTERCHANGEABLE. POST AND BEAM FRAMING:
WHERE THREADED RODS ARE EMBEDED �2' INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE ATTACH HEADERS TO POSTS W1 (2) SIMPSON CS20 FLAT STRAPS W/ (7) 1ODxl.5" NAILS TO HEADER AND (7) 100xl.5" NAILS TO
FILLED. POST�
CONCRETE: NOTCH HEADERS UNDER TOP PLATES AND BEAR-ON-JACK STUDS OR USE SIMPSON HUC410 HANGER W/ (8) 16D TO WALL (8)
16D TO HEADER.
CONCRETE AND STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH FBC CHAPTER 19. ANCHOR POSTS TO FOUNDATION W/ SIMPSON ABU POST BASE W/ (1) %" THREADED ROD SET 7" INTO FOOTING AND (12) 16D
NAILS TO POST OR USE (1) SIMPSON HTT16 W/ (1) %" THREADED ROD SET 7" INTO FOOTING (18) 16D NAILS TO POST.
CONVENTIONAL FRAMING NOTES:
1. ALL CONVENTIONAL FRAMING SHALL BE SYP. NO. 2 OR BETTERS ROOF AND CEILING FRAMING: Page #
2; ALL RAFTERS SHALL 6E 2XIO's 0 24� O.C. U.N.O. ALL CONVENTIONAL FRAMING SHALL BE SYP #2. REFER TO TRUSS SHOP DRAWINGS FOR TRUSS DETAILS. PROVIDE IX4 PUUN
3. FASTEN ALL RAFTERS TO PLATES WITH (2) SIMP. H8 CLIPS W/ (5) 10d X 1.5" NAILS EACH END FOR SPANS UP TO 10 FT. BRACING ABOVE THE BOTTOM CHORD OF ROOF TURSSES AT THE SPACING INDICATED IN THE SHOP DRAWINGS FASTEN W1 (2) 6D
4. FASTEN ALL RAFTERS AT RIDGES WITH 2X6 COLLAR TIES. FACE-NAIL COLLAR TIES TO RAFTERS WITH (5) .131 X 3" NAILS. NAILS AT EACH TRUSS. PROVIDE SOLID BLOCKING AT ROOF SHEATHING JOINTS IN THE FIRST TWO RAFTERS OR TRUSS SPACES
5. FASTEN ALL JACK RAFTERS TO HIPS AND VALLEYS w/(4) .131 X 3" TOE-NAILS. FROM THE GABLE ENDS.
6. ALL RIDGES, HIPS AND VALLEYS SHALL BE ONE (1) NOM. SIZE LARGER THAN ADJOINING RAFTERS U.N.O.
7. FASTEN RAFTERS TO CEILING JOISTS W17H (4) .131 X 3" NAILS. ROOF SHEATHING AND DIAPHRAM ATTACHMENT:
8. FASTEN RAFTERS AND CEILING JOISTS TO PLATES WITH (3) .131 X 3- TOE-NAILS. §TRAP. USE 15/32' APA RATED SHEATHING FASTENED W/ 8D NAILS 6" D.C. EDGES, 6" O.C. INTERMEDIATE.
9. FASTEN ALL HIP AND VALLEYS TO PLATES WITH (2) SIMP. MTS12 TWIST STRAPS w/(7) 10d X 1.5� NAILS EACH END OF EACH
10. FASTEN NAILERS TO Ek RAFTER W/ (3) 16d NAILS.
11. BENEATH EACH HIP OR VALLEY TO PLATE CONN. USE MIN. (2) SYP.#2 STUDS BENEATH. GABLE ENDWALLS:
12. FROM POST TO PLATE/WALL, STRAP DOWN W1 (2) MSTA24 FLAT STRAPS. PROVIDE PLATFORM FRAMING IN ATTIC OR BALLOON FRAME WALL STUDS AT ALL GABLE ENDS.
13. ALL INTERIOR WALLS WITH POST FROM ABOVE TO BE STRAPED TO FDN. W/ CONVENTIONAL STRAPPING. SEE GENERAL NOTES.
UENLKAL NQIL�i
1. CODES USED: 2001 FLORIDA BUILDING CODE, ACI, NDS, APA AND ASCE-7-98. ALL LATEST EDITIONS USED. ZZ0 12-l"' S-WSCI h,-1 L40,11IC19-'A
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING
JURISDICTION OVER THE WORK. "F LO P-I OA T:A_4L I L-,O I hl(-x CO
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. 2-oc>4
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL 13E ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOV U)
15IlvU-sLv_ T\A
CONSTRUCTION FOR THIS JOB UNLESS OTHERWISE NOTED ON THE PLANS,
5. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. i>6.
4D LL
6. DIMENSIONS ARE SHOWN FOR REFERENCE ONLY. REFER TO ARCHITECTURAL PLANS FOR ALL DIMENSIONS. IF DIMENSIONS "I
CANNOT BE DETERMINED FROM THE ARCHITECTURAL PLANS, CONTACT THE ENGINEER OF RECORD. �20 WO�k WIV-ki)
7. SUBSURFACE SOIL CONDITIONS WERE NOT AVAJLA3LE AT THE TIME OF THIS DESIGN. IT IS RECOMMENDED THAT THE OWNER PRO
TO THE COWIWOR A REPORT OF THE SUBSURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOW -Vy?f 'V%Jle> C(3ik 5-T f�_U C-1 10 tk - WOOZ �Aqaz-t lucj!p,'p 0) 7E co
UNLESS MORE SfRINGENT DESIGN I� SPECIFIED WITHIN THESE PLANS. 4) m 4)
Ic 3 (4
C C-4
0 m
MATERIAL SPECIFICATIONS: - A U)
M 04 .g
CAST-IN-PLACE CONCRETE: SHALL HAVE A COMPRESSIVE STRENGTH OF 250D Psi AT 28 DAYS, -0 u
CONCRETE MASONRY UNITS: SHALL BE HOLLOW UNI'r MASONRY IN ACCORDANCE WITH ASTM C 90 AND SHALL HAVE A MINIMUM NET THREADED ROD:
AREA COMPRESSIVE STRENGTH OF 1900 PSI WHEN USING TYPE M OR S MORTAR (ASTM C 270). THIS SYSTEM USES A THREADED ROD (THRU-BOLT) CONTINUOUS FROM THE FOUNDATION TO THE DOUBLE TOP PLATE.
IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M OR S MORTAR PROVIDES A DESIGN COMPRESSIVE TYPICAL ANCHOR BOLTS ARE ONLY REQUIRED AT THE FOLLOWING LOCATIONS:
STRENTH (f'm) OF 1500 PSI.
SPACED 0 6' D.C. AT THE EXTERIOR WALL SILL PLATE WHERE THE THRU-BOLT SPACING IS GREATER THAN 6' D.C.
GROUT: THE GROUT SHALL BE IN ACCORDANCE WITH ASTM C 476 AND SHALL HAVE A MAXIMUM COURSE AGGREGATE SIZE OF 3/8' AT THE EXTERIOR WALL SILL PLATES WHERE THE THRU-BOLT IS MORE THAN 12' FROM THE END OF-THE PLATE.
PLACED AT AN 8' TO 11" SLUMP AND HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS WHEN TESTED IN ANCHOR BOLTS ARE NOT REQUIRED AT INTERIOR BEARING WALL SILL PLATES.
ACCORDANCE WITH ASTM C 1019. THE NUT AT THE DOUBLE TOP PLATE SHALL RECEIVE A FINAL TIGHTENING AFTER THE ROOF SYSTEM IS INSTALLED.
REINFORCING STEEL: SHALL BE ASTM A615, GRADE 40
STRUCTURAL STEEL: SHALL BE ASTM A36. VERTICAL FRAMING:
STEEL PIPE AND STRUCTURAL TUBING: SHALL BE ASTM A500 (GRADE B) USE 2x4 STUDS FOR ALL EXTERIOR WALLS AND 2x4 STUDS FOR ALL INTERIOR WALLS, UNLESS NOTED OTHERWISE IN
WELDED WIRE FABRIC (WWF): SHALL BE ASTM A185 THESE PLANS.
SPACE STUDS 0 16" O,C. MINIMUM AT ALL EXTERIOR WALLS, INTERIOR BEARING WALLS AND INTERIOR SHEARWALLS.
ANCHOR BOLTS AND THREADED RODS: SHALL BE IN ACCORDANCE WITH ASTM A 307 OR ASTM F 1554 GRADE 36. SPACE STUDS 0 24" D.C. MINIMUM AT ALL INTERIOR NON-BEARING WALLS.
WASHERS: SHALL BE IN ACCORDANCE WITH ASTM F 436 GRADE 36. USE SPF STUD GRADE (OR BETTER) FOR ALL WALLS UP TO 8'. USE SPF #2 (OR BETTER) FOR ALL WALLS OVER 8'
U.N.O. IN THESE PLANS.
NUTS: SHALL BE IN ACCORDANCE WITH ASTM A 56� GRADE A HEX. USE SYP #2 TOP PLATES AND PT SYP #2 SILL PLATES.
ANCHORING ADHESIVE: SHALL BE ONE OF THE FOLLOWING PRODUCTS (DUAL CARTRIDGE INSTALLATION ONLY): IN GENERAL, THE THRU-BOLTS SERVE AS THE CONTINUOUS LOAD PATH FROM THE DOUBLE TOP PLATE TO THE
* SIMPSON STRONG-TIE CO., PRODUCT: EPDXY-TIE SET FOUNDATION.
WHERE "CONVENTIONAL STRAPPING' IS SHOWN ON THESE PLANS, USE:
* SIMPSON STRONG-TIE CO., PRODUCT: ACRYLIC-TIE AT SIMPSON SP2 W1 (6) 10D NAILS EACH END FOR WALL STUD TO TOP PLATE CONNECTIONS 0 32- D.C.
METAL CONNECTORS: ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E. ACQ TREATED) SHALLBE SIMPSON CS20 STRAPPING W/ (7) 1ODxl.5" NAILS EACH END FOR SECOND-STORY WALL STUD CONNECTIONS 0 32" D.C.
GAILANIZED OR STAINLESS STEEL. ALL METAL CONNECTORS WHICH ARE EXPOSED TO EXTERIOR TREATED WOOD (I.E. BORATE) SHALL SIMPSON SPI W/ (6) IOD NAILS TO STUD AND (4) 10D NAILS TO SILL PLATE 0 16" D.C. AND ANCHOR BOLTS AT 32" O.C�
BE Z-MAX COATED.
NAILS: ALL NAILS EXPOSED TO EXTERIOR SHALL BE GALVANIZED OR STAINLESS STEEL.
ALL NAILS EXPOSED TO FIRE-TREATED LUMBER SHALL BE STAINLESS STEEL. MASONRY:
ROOF ASSEMBLIES: MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH FB'C CHAPTER 21 AND IN
ACCORDANCE WITH THE SPECIFICATIONS FOR MASONRY STRUCTURES, ACI 530.1-99.
ROOF ASSEMBLIES SHALL BE IN ACCORDANCE WITH _BC CHAPTER 15.
FOOTINGS AND FOUNDATIONS: ACI 3.5 D LIMITS THE GROUT LIFT HEIGHT TO 5' AND REQUIRES A 1-HOUR INITIAL SET
FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDAqCE WITH FBC CHAPTER 18 AND AS NOTED IN THESE PLANS, TIME BETWEEN LIFTS.
STEEL
SOILS STEEL CONSTRUCTION SHALL BE IN ACCORDANCE WITH FBC CHAPTER 22,
MINIMUM ALLOWABLE SOIL BEARING CAPACITY = 2500 PSI
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 13 !3PECIFIED WITHIN THESE PLANS. EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING:
THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBIRS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY OTHER PROVIDE APA RATED SHEATHING WHERE STUCCO, BRICK OR STONE VENEER, OR HARDIPLANK LAP SIDING ARE INDICATED ON PLANS,
DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED I'D 957. MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR A DEPTH OF PROVIDE APA RATED SHEATHING AT INTERIOR SHEARWALLS.
2'-0' BELOW THE BaTrom OF THE FOOTING, FASTEN V THICK SHEATHING W/ 8D COMMON NAILS SPACED 6" O.C. AT PANEL EDGES AND 12" D.C. AT INTERMEDIATE SUPPORTS
REDUCE,NAIL SPACING TO 3' D.C. AROUND ALL OPENINGS. USE 3" EDGE NAILING IN THE LOWER TOP PLATE ON ALL EXTERIOR Wi
MASONRY STEMWALLS:
MASONRY STEMWALLS SHALL BE IN ACCORDANCE WITH FBC SECTION 1804.6 AND AS NOTED IN THESE PLANS, HEADERS/JACK STUDS
SEE BELOW FOR MASONRY SPECIFICATIONS,
STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL, CONTACT ENGINEER OF RECORD IF STEMWA LL WILL EXCEED THE HEADER AND JACK STUD TABLES IN 2308.3 SHALL NOT BE USED. REFER TO THESE PLANS FOR HEADER AND JACK STUD RE
(6) COURSES IN HEIGHT.
STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. POST AND BEAM FRAMING:
WHERE THREADED RODS ARE EMBEDED 12' INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE ATTACH HEADERS TO POSTS W/ (2) SIMPSON CS20 FLAT STRAPS W/ (7) IODxl.5" NAILS TO HEADER AND (7) 1ODxl.5" NAILS TO
FILLED. POST.
CONCRETE: NOTCH HEADERS UNDER TOP PLATES AND BEAR-ON-JACK STUDS OR USE SIMPSON HUC410 HANGER W/ (8) 16D TO WALL (8)
16D TO HEADER.
CONCRETE AND STEEL REINFORCEMENT SHALL BE IN AC;PRDANCE WITH FBC CHAPTER 19. ANCHOR POSTS TO FOUNDATION W/ SIMPSON ABU POST BASE W/ (1) %" THREADED ROD SET 7" INTO FOOTING AND (12) 16D
NAILS TO POST OR USE (1) SIMPSON HTT16 W1 (1) V THREADED ROD SET 7*' INTO FOOTING (18) 16D NAILS TO POST.
CONVENTIONAL FRAMING NOTES:
1. ALL CONVENTIONAL FRAMING SHALL#BE'SYP. NO. 2 OR BETTE-'h ROOF AND CEILING FRAMING:
2;,ALL RAFTERS SHALL ME: 2XlO's 0�24' D.C. U.N.O. v ALL CONVENTIONAL FRAMING SHALL BE SYP #2. REFER TO TRUSS SHOP DRAWINGS FOR TRUSS DETAILS, PROVIDE 1X4 PULIN Page #
3. FASTEN ALL RAFTERS TO PLATES WITH (2) SIMP. H8 CLIPS W/ (5) 10d X 1.5" NAILS EACH END FOR SPANS UP TO 10 Fr. BRACING ABOVE THE 607TOM CHORD OF ROOF TURSSES AT THE SPACING INDICATED IN THE SHOP DRAWINGS FASTEN W/ (2) 6D
4. FASTEN ALL RAFTERS AT RIDGES WITH 2X6 COLLAR TIES. FACE-NAIL COLLAR TIES TO RAFTERS WITH (5) .131 X 3' NAILS. NAILS AT EACH TRUSS. PROVIDE SOLID BLOCKING AT ROOF SHEATHING JOINTS IN THE FIRST TWO RAFrERS OR TRUSS SPACES
5. FASTEN ALL JACK RAFTERS TO HIPS AND VALLEYS iv/(4) .131 X 3" TOE-NAILS. FROM THE GABLE ENDS.
6. ALL RIDGES, HIPS AND VALLEYS SHALL BE ONE (1) NOM, SIZE LARGER THAN ADJOINING RAFTERS U.N.O.
7. FASTEN RAFTERS TO CEILING JOISTS WITH (4) .131 X 3" NAILS. ROOF SHEATHING AND DIAPHRAM ATTACHMENT
8. FASTEN RAFTERS AND CEILING JOISTS TO PLATES WTH (3) .131 X 3' TOE-NAILS. USE 15/32' APA RATED SHEATHING FASTENED W/ 8D NAILS 6" D.C. EDGES, 6" O.C. INTERMEDIATE.
9. FASTEN ALL HIP AND VALLEYS TO PLATES WITH (2) SIMP. MTS12 TWIST STRAPS w/(7) 10d X 1.5" NAILS EACH END OF EACH STRAP. 1 a
10. FASTEN NAILERS TO EA. RAFTER W/ (3) 16d NAILS. GABLE ENDWALLS:
11. BENEATH EACH HIP OR VALLEY TO PLATE CONN. USE MIN. (2) SYP.#2 STUDS BENEATH. PROVIDE PLATFORM FRAMING IN ATTIC OR BALLOON FRAME WALL STUDS AT ALL GABLE ENDS.
12. FROM POST TO PLATE/WALL, STRAP DOWN W1 (2) MSTA24 FLAT STRAPS.
13. ALL INTERIOR WALLS WITH POST FROM ABOVE TO 13E STRAPED TO FDN. W/ CONVENTIONAL STRAPPING. SEE GENERAL NOTES.
Light=6 Light-I 2.12
v%
I = 8.64 L
Vent=4, 32 1#' Vent
2 2-� 32
Euil I
42 Mj&'
Light--T.87t' L lght=l 5.74
HEAD Vent--5,42 0' Vent--10.84
34P2 2-3432
93 5/1(."
-4
Light-A I OOW Light--22-006
Vent-- 6 ,83ir N Vent=l 3.66 d L�L
3442 2- 2
JAMB 413AW, es SACP
Light--1 9'.1 Light=36.2
Vent=l 1 2 Vent--22.4 V
SILL 2-,
Fl
A I window headers -jamb studs,
sub sills.cripplps,evc.are pro-
vl0fdjn compi C(z wit� f hp WCW' CJD DC,,,UbLE HUNG7 WINDOW Kingsberry Homes Corc)oration
-1 Standard
F.H A T1,
ractgr
�..,'lgineering I C.:!�� May I 7r 1 V61
ro ro V8-
z
Q0 2832 2- 832/
0
282
E/-/
4/ >
Uj
-.1
LIGHT A,REA ra.0 0 111 LIGO"T AREA = 17..00 * Uj
H EAD VENT jb,.;t L A= 5.5 4 111 VENT AREA = 11-080 z
5z 0
4111 z
5.
0
LA
LLJ
0
Go
X
2- 32
3432 LLJ
LU
IL Ln
LI-G14T Aa rc A 1--18 43 L I G WT AREA 15.5610 Uj
CL.
VQNT. AREAr 7. 10 0 V E:NT A REA 14.2-041 Z)
CA
JAMB Ln
4111
z
LLJ
Ln
LLJ
2- 42,/
3442
SILL
LIGHT AREA 10.70 LIGHT ARLA 2,L10.420.0%
VENT &JELA 10-10
T ATIM "STANLEY" ALUMINUM AWNING WINDOW
3
Monufoctur by a Divi—sion of TSTS-tonloy Works. The e
windows comply with the A-A] specifications of the Aluminum
Al I w�mdow Imoders,iamb studs, Window Manufacturers Association.
Isd
sub sil Is cripples,etc.are provided
i iri c'"� he MPS of FHA Kingsborry Homes Corporation
ri c iance with t
.70"n'topi:64 Engineering-Proictic*.