1757 Seminole Road THESE STRUCTURAL PLANS WERE PREPARED WITH CADD FILES OF THE ARCHITECTURAL FLOOR PLANS PROVIDED BY Cf-
THE ARCHITECT. ENGINEER OF RECORD ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL ACCURACY OF THESE
.
PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF Lj� Z
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DIMENSIONING PRIOR TO CONSTRUCTION.
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23'-2j" 23'-2j" C D.
A3 12"02" CMU PIER
TYP. w/4#5 VERT. & #3 A6
U.O.N. S-3 ('A�lTyp. it-on TIES 0 12" OC. Y TYP.2-STORY WALL 00
U.O.N. e- TYP.EA.END EXTEND INDICATES '"OTHRU BOLT S-3 SECTION U.O.N. 0
L & HOOK INTO LINTE 0 4'-0" MAX.SPACING (2)2x6 HEADER CN
V TYP. TYP U.O.N. %
DER
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FLOOR JOISTS
2x8 CD
@ 16"OC.MAX.w/ :z ��!
SIMPSON LU26 HANGERS 0 LVL. V-5i 01-
WWF 6x6- NO. 10 OR r_1C0
4 4" CONC. SLAB REINF. W/
CON'
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LFIBERMESH REINF. OVER SHEATH EXISTING Uj
MIL Lj ry L.Lj <
6 MIL. VAPOR BARRIER WALL FULL HEIGHT. V) M: LLJ M 00
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OVER CLEAN COMPACTED _j
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REA ED FILL. < (,_j
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LU L.L.1
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PROVIDE NEW SPF#2 2x4 -.t U)I I I _j < LLJ I !�_c 0-0
STUD WALL SPACED @ 16" OC. 64'-1 1 1 _j LLJ > .;j- 0
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TO SUPPORT ROOF ABOVE. ATTACH U LLJ
TO BEAM BELOW w/SIMPSON MSTA24
ry
I r(257�XIEI
FLAT STRAPS @ 32" OC. TYP. 0 a 0 Q) LLJ 0
LOAD BEARING WALL. 0 n a_ �_ 0 z:
6. 1% HILL
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=I PROVIDE DOUBLE
10
F2.0 STUD @ HTT16.
L .0 -
51 -Tf
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12N12" CMU PIER
F2.0 PROVIDE HTT16 @ w/4#5 VERT. & #3
2'-O"x2'-O"x1'-8'n END OF EXISTING TIES @ 12" OC.
w/2-#5 EA.WAY. STUD WALL. TYP.EA.END EXTEND VERTICALS
& HOOK INTO LINTEL.
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FOLINDA TION PLAN FIRSTFLOOR TIEDOWN- 2ndFLOOR FRAMING PLAN _j Z M
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SCALE. 114" = 1 '-0" SCALE: 3116" = 1 '-0" LLJ
NOTES: NOTES: _j U-)
1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. 1. ALL EXTERIOR WALLS ARE DESIGNATED AS SHEARWALLS _j
2. REFER TO SHEET NO. S-3 FOR FOOTING SECTIONS AND DETAILS 2. SEE A5/S-3 FOR THRU' BOLT DETAILS.
3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 3. SEE GENERAL NOTES SHEET S-1 FOR POST & HEADER LJ
FBCR CHAPTER 4 CONNECTIONS.
4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 4. PLACE THRU-BOLTS; ADJACENT TO ALL EXTERIOR AND Ln
SUITABLE SUBSURFACE CONDITIONS INTERIOR LOAD BEARING WALL WINDOW OPENINGS AND DOOR
5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF OPENINGS AND AT CORNERS.
5. SEE SHEET S-1 FOR UPLIFT SCHEDULE & REQ'D MIN.
STUDS UNDER TRUSS.
6. AT LOCN'S. WHERE WALLS ARE DETERMINED TO BE
NON-LOAD BEARING ALL THREAD RODS MAYBE OMMITTED.
7. AT LOCN'S. WHERE THERE IS INSUFFICIENT SPACE FOR
ALL THREAD RODS, THE CONTRACTOR SHALL PROVIDE
CONVENTIONAL STRAPPING SUCH THAT STRAPPING CREATES A
CONT. LOAD PATH TO THE FOUNDATION.
ROOF FRAMING NOTE
1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP
2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS,
W/(5)10dxl-!" NAILS EA.END FOR SPANS UP TO 10'-0".
2
3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP
W/(7)10dxl-t" NAILS EA.END FOR SPANS UP TO 20'-0".
2
4. FASTEN ALL RAFTERS 0 RIDGES W/COLLAR TIES. FACE NAIL
COLLAR TIES TO RAFTERS W/(5).131x3-1`n NAILS.
4
5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).13101"
4
TOE NAILS. (2)2x6 HEADER rA6"*NTYP.2-STORY WALL
6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER S-3 SECTION U.O.N. INDICATES 1"OTHRU BOLT
THAN ADJOINING RAFTERS.(U.O.N.) w/(1)MSTA1 5
7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131x31`n NAILS. FLAT STRAP EA.END 0 4'-0" MAX.SPACING
4 TYP U.O.N TYP.
8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).13101" TOENAILS. *_A-
4
9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS
W/(7)10dxll-" NAILS EA.END OF STRAP.
2
PROVIDE SIMPSON HU26 2 HANGERS
TYP. 0 (2)2X8 TO (2)2X12. 1 =3
L) (n
C-4 _j
<Uj PROVIDE (1)MSTA18 03-16-06 P.I.
(2) 2x8 Z W
C14 V) FLAT STRAP EA.END DATE ISSUE/REVISION
PROVIDE OVERFRAMING CEILII IST L�EL,, I OF HEADER.
I I CN 3i I
2x8 FLATWISE NAILED .1 0 Co
i X
TO SHEATHING w/(3).13lx3" -11- 1 %J% I I z Uj U) We hereby expressly
0% 0 M D reserve the property
2x8 'RIDGE I I
0 C14 :11
NAILS 0 24" OC. _j rights to this drawing
_j and it is not to be
eproduced, copied in
2x6 RAFTERS ny format or manner
& CEILING JOISTS whatsoever without first
@ 24"OC.MAX. POST DOWN TO (2)2X obtaining our express
BELOW 0 CEILING JOIST written permission and
LEVEL TO SUPPORT 2-RODS TYP. consent.
RAFTERS TYP. WHERE SHOWN. DRAWN BY' CHECKED BY-
(2) 2x8 AT CEILING JOIST L RAW GMH
L 2nd FL OOR TIE DOWN- ROOF FRAMING PLAN AE JOB NUMBER
N�-N�PROVIDE ROD UNDER EA.END SCALE. 3116" = ip-op) 10- 1043-06
OF TRUSS T1 & EXTEND ROD (D
TO FDN. NOTES:
1. ALL EXTERIOR WALLS ARE DESIGNATED AS SHEARWALLS
2. SEE A5/S-3 FOR THRU' BOLT DETAILS. OUNDATION
3. SEE GENERAL NOTES SHEET S-1 FOR POST & HEADER FRAMING
CONNECTIONS.
4. PLACE THRU-BOLTS ADJACENT TO ALL EXTERIOR AND PLANS
INTERIOR LOAD BEARING WALL WINDOW OPENINGS AND DOOR
OPENINGS AND AT CORNERS.
5. SEE SHEET S-1 FOR UPLIFT SCHEDULE & REQ'D MIN.
STUDS UNDERTRUSS.
6. AT LOCN'S. WHERE WALLS ARE DETERMINED TO BE
NON-LOAD BEARING ALL THREAD RODS MAYBE OMMITTED.
7. AT LOCN'S. WHERE THERE IS INSUFFICIENT SPACE FOR
ALL THREAD RODS, THE CONTRACTOR SHALL PROVIDE
CONVENTIONAL STRAPPING SUCH THAT STRAPPING CREATES A S - 2
CONT. LOAD PATH TO THE FOUNDATION.
SHEET NUMBER
.
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� MASONRY CONSTRUCTION Ld vk�. .
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Definitions 0- W S. . � #0*
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Grout pour �� - the total height of masonry to be grouted prior to erection of additional masonry. ==O.:�'.v �A � a .1
1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. Grout Pour - consists of one or more grout lifts. :C � -, . . I . ,
.7. 1 1 ...
- the layer of grout place . 11 _X�(14 . -0-�* �
Grout Uif d in a single continuous operation and is limited to 5 feet (1524 mm). M"
Where "CONVENTIONAL STRAPPING" is shown in these plans, use: 4,& I it:
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING 11) '%.'." .
Roddin - the act of compacting freshly poured concrete or grout in its form by freeing the mass of air pockets � :D� ', 0
JURISDICTION OVER THE WORK. Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections 0 16" O.C. <C�__ , , ' . . .. : W.
Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections @ 16" O.C. with repeated stabs of a rod. =, 0 �
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate @ 16" O.C. and anchor boIts at 16" O.C. Puddlin - the process of inducing compaction of grout by use of a tamping rod. Z:5'e - . - . :, 10 .
Puddl - the act of working concrete to eliminate honeycomb, and to produce a denser mass. .�. ' C . � I�� .I %
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.
4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above Puddle stick - A stick or rod used to consolidate grout by hand. I , f
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CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS. the bottom chord of roof trusses at the spacing indicated in the shop drawings. Fasten wl (2) 6d nails at each truss. __- .1 11 I I
,
Masonry Construction and Inspection Guidelines 00
01, -
5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. . 0
1. Lay up masonry in running bond for sizes and reinforcing per plans and elevations. C*14
SURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps wl (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. 2. Face shells of bed joint shall be mortared. ro
STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Notch headers under top plates and bear on lack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 3. Webs shall be mortared at cells to be grouted. < 2-7
DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) Anchor posts to foundation w/ Simpson ABU post base w/ (1) 5/8 " threaded rod set 7" into footing and (12) 16d nails to post 4. Vertical celis are to be aligned where they are to be grout filled unless bond is shifted due to site conditions. C) 0
OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) or use (1) Simpson HTT16 w/ (1) 5/8 " threaded rod set 7" into footing (18) 16d nails to post or as indicated on the plans. 5. Install horizontal joint reinforcing at 16 inches (407 mm) on center starting first block above foundation. 6 [if 1--
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Headers exceeding 48"o.c. provide SST-SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o.c. spacing. 6. Maintain minimum of X inch (12.7 mm) cover on joint reinforcing to exterior and reinforcing shall be embedded = 0 l"Ni
CONSTRUCTION: Unprotected J
1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-O". in mortar. Lj Li- [if
BASIC WIND SPEED: 120 MPH 7. Grout spaces both vertical and horizontal are to be substantially free of droppings, debris, loose aggregate and CD > 0
2r- - - =
WIND IMPORTANCE FACTOR: 1.0 (Category 11 Building) any material deleterious to masonry grout. E2 0-f = ...4- �__
Threaded rod installation: 8. Install reinforcing in grout cells prior to grouting. LLJ M 0 "4- ::D
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WIND EXPOSURE: C (Greater than 1500 ft from CCL or mean high tide) Rods require a minimum length of (1) bar diameter into threaded rod coupler. 9. Grout spaces are to be inspected prior to placing grout. LLJ CIf LJ <
10. Fill cells as noted on the Plans, Elevations and Details. = LLJ M 00 L.L_
INTERNAL PRESSURE COEFFICIENT: ± 0.55 (Partially open) The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 11. Place grout in lift to 60 inches in height (Clean out holes are not required). 0 - I
MAXIMUM DESIGN WIND PRESSURES (psf): 12. A reinforcing bar may be used to rod grout in cell, to ensure there are no voids in grout. :7- !�C < CD 0
L,J 3: of 00 LLJ
The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be +/- 6". The 13. Place reinforcing approximately 1 inch (25 mm) to the side of dowel in cell (ACI 530-1.12.3.3) [if 0 C,4 I.-_ T
Opening Size (sf) (6'-O" from outside corners) Zone4/Interior Zone 14. Grout should set in approximately 90 minutes depending on grout slump and weather conditions. _J < LLJ I < 00
- minimum rod embedment into the foundation shall be 7". 15. Do not bend or move reinforcement after grout has set. _J LLJ > ..,I- 0 T_
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0-20 +45.1 and (-)56.8 +45.1 and (-)48.1 16. Fill all cells solid below finish floor elevation. = 0 LLJ 0) PZ C'4
21-50 +43.6 and (-)53.7 +43.6 and (-)46.5 Provide anchor bolt or rod within 12" on either side of the break point of the sill plate. Place rod within 6" of bottom double top plate �__
spliced plate joint and the rod shall be centered on double top splice plate joint or provide a rod within 12" of joint. When rod exceeds Tolerances :� K) = . . Q:f .
51-100 +41.5 and (-)49.6 +41.5 and (-)44.5 Center Reinforcing . 0 0 _Q) LLJ 0
1 >100 1 +40.0 and (-)46.5 ,+40.0 and (-)42.9 1 6" from joint provide Simpson SSP at joint. 1. Centerline location should be within 1h inch (13mm) of center of masonry. 0 V-) 0- F-- 0 :Z
Proposed Structure is located within the wind borne debris region, Provide 1st rod at a maximum of 8" of corner studs. 2. Horizontal location shall be within 2 inches (51 mm) of the center of the cell. 6. K
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3. Reinforcing shall maintain position without being tied. 00(A , . ,j,�L
This structure is located within the wind borne debris region and has been designed as a partially enclosed structure. Therefore the drywall EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING: - 4. Do not move reinforcing after initial set of grout.
ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 1x4
I Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less
n,,.3 or better SYP nailed w/ (2).131x2 1/2"nails on the bottom chord at the spacing indicated on the truss engineering drawings or use 32/16"and not less than 7/16". Provide 2x4 flutwise blocking @ all unsupported edges. Reinforcing at Each Face
Simpson TS82-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 1. Maintain at least 'A inch (6 mm) clear of masonry for fine grout and % inch (13 mm) for coarse grout.
DESIGN LIVE LOADS: SW-1 and all shearwall nailing u.o.n on plans. Fasten 7/16" or 15/32"thick sheathing w/ 8d common nails on 6"O.C. at 2. Reinforcing shall be placed 1 inch clear to the side of the dowels. C:)
Roof: 20 psf supported edges & 12"O.C. at intermediate supports. Reduce panel edge nailing as indicated on plan.
Attics with Storage: 30 psf Where SW-3 is indicated on the drawings reduce nail spacing to 3"O.C.at supported edges & 12" o.c.at intermediate <
Attics without Storage: 1 0 psf supports. 1. Horizontal reinforcing shall be X inch (6 mm) clear of masonry for fine grout and 1h inch (13 mm)for coarse LJ 0
Elevated Floors : 40 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT grout. U ry
2. Knock out web blocks shall be used for block at the top and/or the bottom of the bond beams, depending on the
Balconies : 60 psf Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened w/ 8d nails 6" o.c edges, 6" o.c. intermediate. location. �7 1
Deflection L/480 (carpet/wood) 3. Wire mesh or some other means shall be used to prevent grout from escaping from the bottom of the bond LJ Lj _j
Deflection L/600 (tile) I Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than beams into cells without vertical reinforcing. _j LL_
Deflection L/240 (BRITTLE FINISH-STUCCO) 24/16. Thickness not less than 7/16" for asphalt shingles and 5/8" for tile. Panels shall be continuous over a minimum of 3 0 _J
Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. �11*111111111111111 111-1-1-1,1-1.......*'*'*........I.........................................*****,*,**,*,*,*,...I...I...****.....................*"**..............................................*...****...................*...*'*"'***"*..............*****...-..............................*...*........................*'****"*'*...*........*...*.....
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Superimposed Roof Dead Fasten to supports and blocking with 8d nails at 6" o.c. along all panel edges and 6" at intermediate supports. Reduce nail spacing to : TRUSS UPLIFT AND SUPPORT SCHEDULE �
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Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. : � I : : : : Z : I
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Bottom Chord 5 psf : : t : : : �
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: � 4 : Minimum
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Superimposed Floor Dead SUB-FLOORING �'ll""I'll""I'll",l*"****�l""I'l"I.......................z..............................?.............................: . I :
:...............................�..............................................*'**"*.....*"******..... ........... ........................ ...................................................... .......................................... 0:� :��i
: : : : : aximum Maximum Number of 0
15 psf (carpet/wood) 20 psf (tile) , -1-1-1.1- �'ll-I'll"�--l-"-��,.,- .,.""",.,",-...�ll-l'..�..",",'ll-I I------ ---
D+L+Lr .6D+W Hurricane Studs Under F__
5 psf I"-- .... Z
Bottom Chord ...... ....:I:- , ".].- , k��l ii�-rtl:-,-.- - -..-_-.-.-,1._-..-.-.-,&g.
oc on (1b) ...........do-n....n-e-c-to....r......... ""'T'....ir"u,....s"-s.....B,_r_g,.,_ I I I
I Mark I Span (ft)I Size (in)I 'tj'p'_'e'__ XLoc(ft) 'fl.".- I(Ai _k�ac_,_t_io_n----("I...6)" 'R"...ea"--c--t-I.........-*--,.I
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Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented .I
Deflection L/240 DL (carpet/wood) . (f) n
strand board. Span rating not lesss than 24" o.c. for Sturdi-l-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4". ; z : : : � : i
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Deflection L/360 DL (tile) �.............................k...............................�..............................�.............................:................................�...........................;1............................................................................................:...................................................... .......................................... U� F-
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. � : WALL I 0 1 17.188 I 1878 � *
: T1 I 17.333 I 3.5 I z -963 : (2) H2.5A
CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. ; ! I I
I...........��...........................................................................�.............................: :
Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all panel edges and 12" o.c. at : . :...............................�............................�.............................................�..............................................:..................................................................................................1
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: z 17.333 1 3.5 : WALL I 17.042 : 17.188 : 1878 i -963 (2) H2.5A i
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CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. . � � . : : :
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net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). . T2 z 17.333 1 3.5 : WA CL [ 0 : 17.188 : 855 -406 : H2.5A I
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In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive 1. 6X6 W1.4 X W1.4 WWF TO BE PLACED IN THE CENTER OF THE SLAB. WWF SHALL BE LAPPED 8". THE USE OF T2 1 3.5 : WALL : 17.042 : 17.188 z 855 -406 1 1
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FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". : ; � : : � : 1***'*...*.................... , r�
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strength (f'm) of 1500 psi. . : . � : * t
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: T3 : 11.333 I 3.5 : WALL I 0 ; 17.188 : 461 � -231 : H2.5A I � 1%
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: : : WALL : 11.042 ; 17.188 � 620 i *
GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 " 2. SLAB THICKNESS IS 4-, UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. : T3 : 11.333 I 3.5 -282 H2.5A i
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HE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. : z � : . : � i : t
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placed at an 8" to 1 1" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in : : � : ; : ; I : t
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: J1 : 1 I 3.5 �-"W""'ALL7 1,""0 : 17.188 � 335 ! -195 : H2.5A I
. . . :
accordance with ASTM C 1019. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY �.............................�...............................:........................................................................................................................................I..............................�..............................................:......................................................I.............................
: t : I
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: J1 !; 1 � 1.5 : NAILED: 1 40 � -180 :
Masonry construction shall be in accordance with FBCR chapter 6 and in accordance with the Specifications for OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR : ; � z �
, : . . 1
...............................�...............................�..............................�......... ...............I.............................................:...................................................... ...........................................
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: : 1 � 1.5 : NAILED: I � 17.558 ' 77 t -180
TWO FEET BELOW THE BOTTOM OF THE FOOTING. : J1 . t z : t I
. : t . : � : I :
Masonry Structures ACI 530.1-99. ACI 3.5 D limits the grout lift height to 5 ft and requires a 1-hour initial set time �Ill"""*",*","",'ll""I�Ill""I","***""I...***....�..............................................................:...............................�............................�.............................................1.........................................�....:..................................................................................................� .
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between lifts. �_111111_1111_1_.------------------------------""----�.��..�..-,.------------�----------------------�..................4....................................... �, - _ "",'....,.............._,__,._................._._,__,.______-
4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30-, WHICHEVER IS GREATER. : : ; :
� � : : : : : ; i
. ' 3 � 3.5 : WALL : 0 : 17.188 : 304 . -180 ; H2.5A '* I
: J2 � I : : . . :
, : _ ., __..............
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:_11--.1.11111111-1...-11-,__........___.....�...4_11111--__.-............�..._...11111141-1-1-11. ..........�_................_1.1�,.........�.....�...-...............I........................................�.....�...........-.......... .......�........�
: . : : �
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: : . : : : z
I : � 3 i 1.5 i NAILED! 3 : 17.188 : 26 1 -180 : �
REINFORC114G STEEL: shall be ASTM A615, Grade 60 : J2 z I . . .
.1.11-1 1111-...........I.......�...............�-..."...-...-..�.11,1111'..,..:�."I....�....____............I....,.................................................................___.-............1-....................-.......�............................... .......1-11--.1--.111.1.......111
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5. CORNER REINFORCEMENT SHALL BE LAPPED 30". : J2 I 3 '� 1.5 : NAILED:: 3 ; 18.224 :: 45 t -180 : i
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:..............................!............................... ..............................:.............................�..............................:............................;..............................................;...........�.................................�..................................................... ............................................I
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: z : . : : z :
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Steel Construction shall be in accordance with FBC chapter 22. i : : : z � ;
6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; ;..............................:...............................?.....****..........*,******...:.........................................................................................:............................................................................................�..................................................... ..................... ....................z
; � : ;
: : z t : i
: : : WALL : 0 i 17.188 i 368 � -180 H2.5A �
: :
STRUCTURAL STEEL: shall be ASTM A36. : J3 : 5 1 3.5 ; z :
: : . . : . .
3" FOR CONCRETE CAST :........................:,...1.1-1-1------------ ---------------1_�
: : E : �
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: : -----*1*'4k�"___5_-------;�.....1-7--1'_8'8'....^�"-"-,,-----6"-8-"--""""-":,--"-"""-""""',--,*---"""?""---------------------
: �
: J3 : 5 1 1.6 � . t -180 : � �
STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER :--.""""""-,--.,�.1111-1,�,.-.----t,���,��--�,-���-,�-I'll�,�I------------�,_____,...I.-�,�,�-...",,-,""",-".�---,-,-�,-,.--.-,.�11-111-11-1-1I---------------11111_t____11__- __________1_1_1_�
: .
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: J3 I 5 1 1.5 :: NAILED: 5 : 18.891 : 108 -180
WELDED WIRE FABRIC (WWF): shall be ASTM A185. 1 R OR EARTH FOR THE PRIMARY REINFORCEMENT. : : I : : � t : z
z
-'11-1111111111................__..........�.................................:.........�......-...........�......�...........�............................�...,...�.............___..............�.......�.____..............�...___.......'' I,,"',"',,.........�
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: t11111111111111...............:.......................................................................................................................................................:_...........
: : : : . z � :
READED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED : J4 z 7 1 3.�...*: WA LL :: 0 ; 17.188 1 444 k -183 : H2.5A I * i
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.........�11111*11***...............:...........................................................�........................ ..............................................:......................................................I..........................
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: . : : � i : �
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: : : NAILED: 7 : 17.188 � 105 -180 : �
: : : : ! k
WASHERS: shall be in accordance with ASTM F 436 Grade 36. 6 COURSES IN HEIGHT. J4 � 7 F..........1,*.'5-* : : .
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: z : � z
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: J4 �; 7 I 1.5 : NAILED : 7 : 19.557 : 164 z -180 : �
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NUTS: shall be in accordance with ASTM A 563 Grade A Hex. �Ill-1-1----,""�l--.�l-.--�.�,_.......___.: : . . I : z
: : T11111111...............111111-111-111............t-.____-_,-----,-........�----�............................i-,_,.____-........_---------�.....�-------.__, ___________,
.
8. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. : : i : : ; : � : Z......... �
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...-11-11-........._............�.....----1..................�...........:...�.........................�__.....................;..........�...........�..............................�....-1-1.1.1...I--.....I.-I-1.1..."I............� ...�......-........I......11_._�..................._______11�
i�NCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): : 4 : .
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: J5 : 9.837 i 4.2 : . I
: � : WALL I 0 : 17.188 � 528 -296 : H2.5A :
: � .
9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. :-1.1111.1111____._--,-1...I...............--.4--.......�........�.........�.....1.111.11.1_1_-_-4----..............;.........................�...................�...�...................................................................................... ......�
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: a 17.188 �
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: z : NAILED: 9.837 : : 401 1 �
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1* Simpson Strong-tie Co., Product: Epoxy-Tie SET J5 � 9.837 i 1.5 : : : . I
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:..............................:..............................................................:............................................................:............................:.........�............................ ............................................
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: J5 : 9.837 1.5 : NAILED: 9.837 : 19.543 z 217 180
* Simpson Strong-tie Co., Product: Acrylic-T : z I..............................:.............................�..............................:............................� :
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all be in accordance with FBCR chapter 9.
:.............................................................................................:.............................................................�..............................:..............�...�..........................................�..............................:..............................y...............................
,
: : . : : : : : I
: k : . z : : I : : .
Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. 1EGEND: : : � : : : � : : �
ALL LINTELS SHALL BE MANUFACTURED BY: CAST-CRETE : : : I : : : z : : .
�'ll""I'll""I'll","*,*""""",**********,* ......................... ...........................................................................................................................:..............................�...............................I....**********.....:..............................I
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Typical anchor bolts are only required at the following locations: LINTEL LEDGEND LINTEL, SEE A3/S-1 :* . I I
: : : :
: Indicates bearing v,rall below with studs spaced at 16' o.c. : : � : : z
: ; : � � : :
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:.............................................................................................:..............................a..............................T..............................:................................................................................... :-- :
Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' o.c. :" : I . : : :
. : ; : : �
890 : 10M : � :
: : � ; : : : : z
. �
L. : See garage header tied : : i : :
F=GROUT FI LLED/U=UNFILLED .. .1...1_1 _..........1.1--.1-4 1_1 1-1-I I- -- �- _ ,. _......-1-1....-1.1.1.1.1-....i
At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. . .,,,,,,,,,,,,--,',',,',,""I'lI -,I .-..._........._................... -............. �_...__...................I... .... ........_:
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k :*** : : . ! k
:
.,_�7 # OF REBAR IN LINTEL [203]1 : See gable end truss tiedowri and platform framing in attic : : � ; : �
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: : � : : 4
;,.",..,----�ll,��,�..,..,.,.�ll,�,��,.�.�.1-1........I...I...11-1.11...........1-.1.1-1.1-11--11-1.......-1_-1-11111--....I'll-...�....I...".�'ll'.1l.-�."�..�.,���.�.��..���..�........,,,...�.,-�-�--,,.,--��.,.��.,�,�..........I...1-1....�.....�.............__.._,�_11___.1__..........�
Anchor bolts are not required at interior bearing wall sill plates. N : �
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, 1 CONTRACTOR MAY SUBSTITUTE AND APPROVED EQUAL FOR THE CONNECTORS �
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Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. REBAR LOCATION B=BOT,T=TOP - : : MEET THE SAME REQUIRED UPLIFT RESISTANCE ;
:: .
The "Fastening Schedule" in Table 602.3 shall be used U.N.O. in these plans and as follows: The double top plate shall provide G -I.r :LISTED IN THE TABLE ABOVE TO ! . . I ; : I
� ............*...............................-------------�.............................y......................-....�' ___............................._�......................`......*......................;..............................._____,_��
- . : : .
.., -'H _[ clips and tmist straps::: � i : : : :
NOMINAL HEIGHT - : . : . : � : . : 03-16-06 P.I.
:1.1.1.1.....I.-I.---,.�-�--,--,.�.I.I.I.I.I.I.1.1.-- ........................................................�...........................:..............�.-�--,.,.?-,.--..,.--",.,.,.,.,.,.,.,.,.,.,.-,.--------.!----,.-,.---"-,.--".--,.,.-,.-,.�------1
- : . �
4 ft lap and shall be face-nailed with (8) 12d sinkers. t �,"', : � : : : ; :
NOMINAL WIDTH - : t I : i : : ! : : �
: : .
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All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. r / Z ..-,..,: __ _______,_,.�11111_1___1 11_11-1-_,__- --
0 - ��l-.--�---,"-,--,"-,",-"-1.11,11-1-�,���-..I......-------------1----1-1-----' ''- zIll�l---",--..,,,,,-,,�,,,--,�-,�-,-,- �___. -,---.
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I 0 ::: - W/#3 TIES @ 8' .,-,:."..�--I ��-.�!,-- , " ` , "' ,`_ :H2.5A= Simpson H2. w/(5)8dxl.6'nails each end-Capacity=600 lb : z : : : DATE ISSUE/REVISION
_- ......t., .., , " - : : . : I
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., �___.1.1.111---111111--1111-1---11-11,11-11111--l'------"�,-�1--l�-..-�-.�..-,��-1.��l".-.,-,�1-1-111,11-1-�1-1111-11,111-1111-1-1�-l-l'..,.�_-.-�.......-.,_-_-1,___-_--.----------- .
: _A, . : -,�------_._.
co ..�I ...- ... * - HORIZ. JOINT : : : .
'N _F .-*!.`,.:�,.-*.:.,_ `*"' ,_" ....-
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v,'...i *�.-'�,-;,.- ..- ... -- :MTS =Simpson MTS12 w/(7) 10dxl.6'nails each end-Capacity= 1000 lb : ; : .
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All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. . .--�'',4,�.'$. REINF. : :
.. --..............-"",�.",��-------""-,-T---.-.,--l"--.�.-.�'ll""Il.��,,�,,�.......�
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-I... - : . : We hereby expressly
L. L, 8'0 OR 12" . .. ., ,---""-",",.--�"-��,--,.,�-11�-�-.-�1--l..",,-,-,-"------,",-�ll-�.......__.....11-11".-,-,-""��ll,�-,---.-����,��--�-�--..-', : I
�'�---_�..-.'-`...,-.1-I I .. , : I : : �
1.11 �,-..,-11_11 -.,.-."-
W/1800 HOOK (ALT) -I. ...--, -- ........ _/
* ..-. 11 �_` --
: :
* * , ': ��:-.�-.-.-_....__.--..., � :HTS =Simpson HTS20 w/(24) 10d nails each end-Capacity= 14661b : : .
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---�-- .-��.,-, 1_�_-�; ......i.". ... ,_,�- : , :
_t J, 2; .. - " -, - -, :.......�...........r.....................................�.-----,""..""-"--,:"----,L..........---1...1.1--1.,.1-1--------.1-1.1-1-1.1......."..-,...............T:.....-------11--l-�.--,.,.,.,.-..---�."",�"."r""'�...........__---
. _T3_05 _. L - .. - . � : I : : . � : : I reserve the property
-[203] 1 : ; : � : : : � : �
All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. 'Flat straps: : : z : : : z : :: t
�............................................................................................I..............................I............................................�................I..............................:..............................�..............................1...............................!............................... rights to this drawing
I :
: : : �
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FILL CELLS 'MSTA24= Simpson MSTA24w/(9) 10d nails each end-Capacity = 1640 : I : and it is not to be
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: : � : : ; rep
Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. - 1 W/CONC. :,MSTA36= Simpson MSTA36w/(13) 10d nails each end-Capacity=2135 ; roduced, copied in
_\ "� Z I : � ; : :
. -___J �..........................................................................................................................................................................................................................:..............................................................................................:..............................
� : : : � any format or manner
. .. 7/1*' : ; : : 5
..:. .... V :MSTC28=Simpson MSTC28 w/(18) 16d sinkers each end-Capacity=3310 lb t : : I
. :
. :..........................................................................................................................................................................................................................................................t..............................:..............................;.............................. hatsoever without first
The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by .1.1 15'-4" MAX. MASONRY OPENINGS � : : � w
: I : : �
:MSTC40= Simpson MSTC40 w/(26) 16d sinkers each end-Capacity=4740 lb 3 : : �
,� .. �................................................................................................................................................................................................ .................................................................................�..............................:..............................�, obtaining our express
truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the T. .. .- r__1 4 : .
: � : ; I
.: .:.. ro MIN. EIRG. 8" EA. END :MSTC66= Simpson MSTC66 w/(38) 16d sinkers each end-Capacity=5855 lb : : � written permission and
.. - - : i :
.. - * :.............................................................................................:..............................................................�..............................:..............................y.................................�...........................:..............................t..............................�
I . :
truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The . . 00 C5 : � : : : z : : �
, :Heavy : : � consent.
L. ..,- I : � : . z : :
*L� 0 " I _qrder tiedo"ns : .z : : z : ....:
LJ �.................... .. . . - .1................................................................................................................................�..............................:..............................I..............................�.......................... :...............................
contractor shall approve fabrication and installation drawings indicating size, shape and layout. _17-1� % : .
: : �
V I I MGT= Si mpson MGT w/ (22) 1 Od nials into truss and(1) 1 IZ'thru-boft into ftg. -Capacity=3965 1 b : .
e__ L, 8" OR 12" FOR REINF. SEE PLAN :........................................................................................................................................................................................................................................................................................................................I..............................: DRAWN BY; CHECKED BY.
.
: ;
11 0 1 I PHD2= Simpson PHD2 w/(10)SDS1/4x3'screws into truss and(1) 1/2"thru-bolt into ftg. -Capacity=3610 lb .
. �- - - - .. ... - - - - -... .. - .. ...- - -... - - ..- -- _ - -- - ...- -- ..-- - - __ - - ...- -....- ..__- - -- --- -- .. - ____- - - - - .. ... ... . . . .... ............................t
Bracing of trusses during erection installation shall comply with TPI HIB 91. [203] T3_05] FOR REINF. I RAW GMH
z
I PHD5=Simpson PHD2 w/(14)SDS1/4x3'screws into truss and(1)5/8"thru-bolt into ftg. -Capacity =4685 lb I
: �
MASONRY OPENING 5'-4" OR LESS FILL CELLS W/CONC. I HORIZ. JOINT :..................................................�....................................................................................................................................................................................................................................................................................................�
: �
: : :
All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated REINF. 0 16" O.C. \ :HTT1 6= SimpsonHTT1 6 w/(I 8) 16d nails into truss and(1) 11Z'thru-bolt into ftg. -Capacity=4175 lb ; k
�. . . .....................................................................................................................�....................................................................................................................................................................................;...............................
- : �
: : �
MIN. BRG. 8" EA. END L - - i HTT22=Simpson HTT22 w/(32) 16d nails into truss and(1)5/Er'thru-bolt into fig. -Capacity=5260 lb : �
L . ==----:- :
on the plans. . 1 :....-1-1....-111-....-.11-1....,�ll,",-""",---,"".1111.1�.......11--11-1............_...1.11.11-1111.11....".�-,--.�,�,�'ll,�'.."�,,�111.11�,�'..,.I.................I...........I-—....1-11--....I.......I...�......-11.1--1.1.11.1......-.1--.1-I.--�.1111.11.............�
. �
. L � : :
. I :HDQ8= Simpson HDQ8 w/(20)SDS1/4)U'screws into truss and(1)7/8"thru-bolt into ftg. -Capacity=8235 lb �
,
I i_...1.1_111_...I-------I .I-----.1--.1-111111-111....1111_ __ ..... --.1-1.---1-111-1-1.1...I-— -� - ----- -....I..-.-.,.-,.,-- '.........,.....1.11,--------:..............-...--.-"
- . �
: : :
The nut at the double top plate shall receive a final tightening after the roof system is installed. 0_9 :THAI-2= Simpson THAI-2 in%erted heavy girder hanger wl(30) 10d nails into face-Capacity=4135 lb : t
- :..................1.1-1-11.-......._..._......1.1-111.11.11.......�.........�...____......�..........1111.1-111-............�.......I...........�.............................,.............-.....�...............�,-.,.��-,����",-��.��.�.���,.���.......4
- , - - -DrCo FIN. FLR.
.
See stud schedule for exterior load bearing stud size and spacing. 2-#5 CONT. T. & B - r- a r__1
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- .. - I 0
W/#3 TIES @ 8" -L. . - . 1-4-
- -
All gable end walls shall be balloon framed or braced per detail. 7_N,**1�Z , , - L__3 I ____ __
Use SYP #2 for top plates and PT SYP#2 for sill plates. NOTE: IN 16n LINTEL BLOCK 7 1 1 � -I NOTES,
FOR EXACT LOCATION OF T.O.F. EL. UPLIFT
Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, 16"o.c. up to 16', wl (1) screw within 4" of OPENINGS SEE ARCH. OIL
each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. MASONRY OPENING MORE THAN 5'-4" '*-F SEE PLAN
NOTE: MIN. BRG. 8- EA. END (MAX. OPNG. SIZE 10'-8-)
CONT. REINF.TO EXTEND TYPICAL CMU
Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.1310" staggered). 24"BEYOND FACE OF OPENING TYP.
All windows and doors shall be designed per component and cladding pressures indicated on these drawings. NOTCH FOR VERTICAL REINFORCING (TYP.) I I DETAILS
_', MASONRY LINTEL DETAIL Al MASONRY REINF. AT DOOR OPNG . A2
SCALE: 3/4"=1 '-0 SCALE: 3/4"=1 '- . S - 1
.
,.�:�� I I I I I / SHEET NUMBER
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TX �Zoupt INC
PL6lqN I DUILP
q&UL CONTRAaIN�
CqC#1505725
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ELEVATION (AT FRONT) ELEVATION AT FRONT) W -i
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REVISIONS
STATUS
)RAWN BY
DC KIRSTEN
DATE
4/3/2006
SHEET
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31-7115 19'-6"5
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3068
7117
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NEW GARAGE BUILDING CODE SUMMARY REVISIONS
APPLICABLE CODES:
FLORIDA BUILDING CODE 2005
EDITION STATUS
FLORIDA MECHANICAL CODE 2005
EDITION
FLORIDA GAS CODE 2005 )RAWN BY
DC KIRSTEN
A -— --------------------- EDITION C4 of Atl h
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NEW GARAGE BUILDING CODE SUMMARY REVISIONS
APPLICABLE CODES:
FLORIDA BUILDING CODE 2005
EDITION STATUS
FLORIDA MECHANICAL CODE 2005
EDITION
FLORIDA GAS CODE 2005 )RAWN BY
DC KIRSTEN
A -— --------------------- EDITION C4 of Atl h
plann Old ing Department
FIRE PREVENTION CODE 2005 =ft"Oftnft%Wth a fic ble
NationsInd other too I land DATE
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Grout pour �� - the total height of masonry to be grouted prior to erection of additional masonry. ==O.:�'.v �A � a .1
1. CODES USED: 2004 FLORIDA BUILDING CODE RESIDENTIAL ACI, NDS, APA AND ASCE-7-02. ALL LATEST EDITIONS USED. Grout Pour - consists of one or more grout lifts. :C � -, . . I . ,
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- the layer of grout place . 11 _X�(14 . -0-�* �
Grout Uif d in a single continuous operation and is limited to 5 feet (1524 mm). M"
Where "CONVENTIONAL STRAPPING" is shown in these plans, use: 4,& I it:
2. ALL DESIGN, CONSTRUCTION AND MATERIALS SHALL BE IN ACCORDANCE WITH APPLICABLE CODES AND AUTHORITIES HAVING 11) '%.'." .
Roddin - the act of compacting freshly poured concrete or grout in its form by freeing the mass of air pockets � :D� ', 0
JURISDICTION OVER THE WORK. Simpson SPH4/6 w/ (10) 10d nails each end for wall stud to top plate connections 0 16" O.C. <C�__ , , ' . . .. : W.
Simpson MSTA36 strapping w/ (26) 10d nails each end for second story wall stud connections @ 16" O.C. with repeated stabs of a rod. =, 0 �
3. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT THE JOB SITE PRIOR TO COMMENCING CONSTRUCTION. Simpson SPH4/6 w/ (10) 10d nails to stud and (6) 10d nails to sill plate @ 16" O.C. and anchor boIts at 16" O.C. Puddlin - the process of inducing compaction of grout by use of a tamping rod. Z:5'e - . - . :, 10 .
Puddl - the act of working concrete to eliminate honeycomb, and to produce a denser mass. .�. ' C . � I�� .I %
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4. DETAILS FOUND WITHIN THESE DRAWINGS SHALL BE ASSUMED TO BE TYPICAL DETAILS FOR THIS JOB ONLY. DETAILS SHALL GOVERN All conventional framing shall be SYP #2. Refer to truss shop drawings for truss details. Provide 1x4 purlin bracing above Puddle stick - A stick or rod used to consolidate grout by hand. I , f
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CONSTRUCTION FOR THIS JOB UNLESS NOTED OTHERWISE ON THE PLANS. the bottom chord of roof trusses at the spacing indicated in the shop drawings. Fasten wl (2) 6d nails at each truss. __- .1 11 I I
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Masonry Construction and Inspection Guidelines 00
01, -
5. SUBSURFACE SOIL CONDITIONS WERE NOT AVAILABLE AT THE TIME OF THIS DESIGN. THE OWNER SHALL PROVIDE TO THE CONTRACTOR Provide solid blocking at roof sheathing joints in the first two rafter or truss spaces from gable ends. . 0
1. Lay up masonry in running bond for sizes and reinforcing per plans and elevations. C*14
SURFACE CONDITIONS. SOIL PREPARATIONS NOTED IN SAID REPORT SHALL BE FOLLOWED UNLESS MORE Attach headers to posts w/ (2) Simpson CS20 flat straps wl (7) 10dxl.5" nails to header and (7) 10dxl.5" nails to post. 2. Face shells of bed joint shall be mortared. ro
STRINGENT DESIGN IS SPECIFIED WITHIN THESE PLANS. Notch headers under top plates and bear on lack studs or use Simpson HUC410 hanger w/ (8) 16d to wall (8) 16d to header. 3. Webs shall be mortared at cells to be grouted. < 2-7
DESIGN CODE: The 2004 Florida Building Code Residential(FBCR) Anchor posts to foundation w/ Simpson ABU post base w/ (1) 5/8 " threaded rod set 7" into footing and (12) 16d nails to post 4. Vertical celis are to be aligned where they are to be grout filled unless bond is shifted due to site conditions. C) 0
OCCUPANCY: Residentail Group R-3 (One- and Two-Family Dwellings) or use (1) Simpson HTT16 w/ (1) 5/8 " threaded rod set 7" into footing (18) 16d nails to post or as indicated on the plans. 5. Install horizontal joint reinforcing at 16 inches (407 mm) on center starting first block above foundation. 6 [if 1--
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Headers exceeding 48"o.c. provide SST-SPH 4/6 or SST-LSTA18 straps from header to double top plate at 32"o.c. spacing. 6. Maintain minimum of X inch (12.7 mm) cover on joint reinforcing to exterior and reinforcing shall be embedded = 0 l"Ni
CONSTRUCTION: Unprotected J
1/2" anchor bolt or 1/2"x 7" epoxy anchor shall be installed if header is greater than 5'-O". in mortar. Lj Li- [if
BASIC WIND SPEED: 120 MPH 7. Grout spaces both vertical and horizontal are to be substantially free of droppings, debris, loose aggregate and CD > 0
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WIND IMPORTANCE FACTOR: 1.0 (Category 11 Building) any material deleterious to masonry grout. E2 0-f = ...4- �__
Threaded rod installation: 8. Install reinforcing in grout cells prior to grouting. LLJ M 0 "4- ::D
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WIND EXPOSURE: C (Greater than 1500 ft from CCL or mean high tide) Rods require a minimum length of (1) bar diameter into threaded rod coupler. 9. Grout spaces are to be inspected prior to placing grout. LLJ CIf LJ <
10. Fill cells as noted on the Plans, Elevations and Details. = LLJ M 00 L.L_
INTERNAL PRESSURE COEFFICIENT: ± 0.55 (Partially open) The top nut shall be snug tight with an additional full turn of the nut to achieve full tension. 11. Place grout in lift to 60 inches in height (Clean out holes are not required). 0 - I
MAXIMUM DESIGN WIND PRESSURES (psf): 12. A reinforcing bar may be used to rod grout in cell, to ensure there are no voids in grout. :7- !�C < CD 0
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The maximum spacing of the anchor rods shall be as indicated on the drawings. The tolerance of rod placement shall be +/- 6". The 13. Place reinforcing approximately 1 inch (25 mm) to the side of dowel in cell (ACI 530-1.12.3.3) [if 0 C,4 I.-_ T
Opening Size (sf) (6'-O" from outside corners) Zone4/Interior Zone 14. Grout should set in approximately 90 minutes depending on grout slump and weather conditions. _J < LLJ I < 00
- minimum rod embedment into the foundation shall be 7". 15. Do not bend or move reinforcement after grout has set. _J LLJ > ..,I- 0 T_
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0-20 +45.1 and (-)56.8 +45.1 and (-)48.1 16. Fill all cells solid below finish floor elevation. = 0 LLJ 0) PZ C'4
21-50 +43.6 and (-)53.7 +43.6 and (-)46.5 Provide anchor bolt or rod within 12" on either side of the break point of the sill plate. Place rod within 6" of bottom double top plate �__
spliced plate joint and the rod shall be centered on double top splice plate joint or provide a rod within 12" of joint. When rod exceeds Tolerances :� K) = . . Q:f .
51-100 +41.5 and (-)49.6 +41.5 and (-)44.5 Center Reinforcing . 0 0 _Q) LLJ 0
1 >100 1 +40.0 and (-)46.5 ,+40.0 and (-)42.9 1 6" from joint provide Simpson SSP at joint. 1. Centerline location should be within 1h inch (13mm) of center of masonry. 0 V-) 0- F-- 0 :Z
Proposed Structure is located within the wind borne debris region, Provide 1st rod at a maximum of 8" of corner studs. 2. Horizontal location shall be within 2 inches (51 mm) of the center of the cell. 6. K
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3. Reinforcing shall maintain position without being tied. 00(A , . ,j,�L
This structure is located within the wind borne debris region and has been designed as a partially enclosed structure. Therefore the drywall EXTERIOR WALL & INTERIOR SHEARWALL SHEATHING: - 4. Do not move reinforcing after initial set of grout.
ceiling can not be considered for lateral bracing of the bottom chord of the truss. The lateral bracing shall be achieved by installing 1x4
I Wall sheathing Exp. 1 APA rated sheathing or APA Structural 1-plywood or oriented strand borad: Span rating not less
n,,.3 or better SYP nailed w/ (2).131x2 1/2"nails on the bottom chord at the spacing indicated on the truss engineering drawings or use 32/16"and not less than 7/16". Provide 2x4 flutwise blocking @ all unsupported edges. Reinforcing at Each Face
Simpson TS82-24 w/ (2)10dx 1 1/2" nails in each truss at specified spacing. 1. Maintain at least 'A inch (6 mm) clear of masonry for fine grout and % inch (13 mm) for coarse grout.
DESIGN LIVE LOADS: SW-1 and all shearwall nailing u.o.n on plans. Fasten 7/16" or 15/32"thick sheathing w/ 8d common nails on 6"O.C. at 2. Reinforcing shall be placed 1 inch clear to the side of the dowels. C:)
Roof: 20 psf supported edges & 12"O.C. at intermediate supports. Reduce panel edge nailing as indicated on plan.
Attics with Storage: 30 psf Where SW-3 is indicated on the drawings reduce nail spacing to 3"O.C.at supported edges & 12" o.c.at intermediate <
Attics without Storage: 1 0 psf supports. 1. Horizontal reinforcing shall be X inch (6 mm) clear of masonry for fine grout and 1h inch (13 mm)for coarse LJ 0
Elevated Floors : 40 psf ROOF SHEATHING AND DIAPHRAGM ATTACHMENT grout. U ry
2. Knock out web blocks shall be used for block at the top and/or the bottom of the bond beams, depending on the
Balconies : 60 psf Use 7/16" rated sheathing for asphalt shingles and 5/8 " rated sheathing for tile roofs fastened w/ 8d nails 6" o.c edges, 6" o.c. intermediate. location. �7 1
Deflection L/480 (carpet/wood) 3. Wire mesh or some other means shall be used to prevent grout from escaping from the bottom of the bond LJ Lj _j
Deflection L/600 (tile) I Roof sheathing Exp. 1 APA rated sheathing or APA Strutural 1 sheathing, plywood or oriented strand board: Span rating not less than beams into cells without vertical reinforcing. _j LL_
Deflection L/240 (BRITTLE FINISH-STUCCO) 24/16. Thickness not less than 7/16" for asphalt shingles and 5/8" for tile. Panels shall be continuous over a minimum of 3 0 _J
Design Dead Loads: supports. End joints shall be staggered. Provide 2x4 blocking within 4' of gable endwalls. �11*111111111111111 111-1-1-1,1-1.......*'*'*........I.........................................*****,*,**,*,*,*,...I...I...****.....................*"**..............................................*...****...................*...*'*"'***"*..............*****...-..............................*...*........................*'****"*'*...*........*...*.....
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Superimposed Roof Dead Fasten to supports and blocking with 8d nails at 6" o.c. along all panel edges and 6" at intermediate supports. Reduce nail spacing to : TRUSS UPLIFT AND SUPPORT SCHEDULE �
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Top Chord 7 psf (shingles) 15 psf (tile) 3" o.c. at panel edges 4' from gable end walls. : � I : : : : Z : I
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Bottom Chord 5 psf : : t : : : �
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Superimposed Floor Dead SUB-FLOORING �'ll""I'll""I'll",l*"****�l""I'l"I.......................z..............................?.............................: . I :
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15 psf (carpet/wood) 20 psf (tile) , -1-1-1.1- �'ll-I'll"�--l-"-��,.,- .,.""",.,",-...�ll-l'..�..",",'ll-I I------ ---
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oc on (1b) ...........do-n....n-e-c-to....r......... ""'T'....ir"u,....s"-s.....B,_r_g,.,_ I I I
I Mark I Span (ft)I Size (in)I 'tj'p'_'e'__ XLoc(ft) 'fl.".- I(Ai _k�ac_,_t_io_n----("I...6)" 'R"...ea"--c--t-I.........-*--,.I
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Sublfooring and underlayment: subflooring, Exp. 1 tongue and groove, glued, APA rated sheathing or Sturdi-I-Floor, plywood or oriented .I
Deflection L/240 DL (carpet/wood) . (f) n
strand board. Span rating not lesss than 24" o.c. for Sturdi-l-Floor or 48/24 for APA rated sheathing. Thickness not less than 3/4". ; z : : : � : i
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Deflection L/360 DL (tile) �.............................k...............................�..............................�.............................:................................�...........................;1............................................................................................:...................................................... .......................................... U� F-
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. � : WALL I 0 1 17.188 I 1878 � *
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CAST-IN-PLACE CONCRETE: shall have a minimum compressive strength of 2500 psi at 28 days. ; ! I I
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Floor sheathing panels shall be nailed to all wood supports and blocking with 10d nails at 6"o.c. along all panel edges and 12" o.c. at : . :...............................�............................�.............................................�..............................................:..................................................................................................1
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CONCRETE MASONRY UNITS: shall be hollow unit masonry in accordance with ASTM C 90 and shall have a minimum intermediate supports. . � � . : : :
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net area compressive strength of 1900 psi when using Type M or S mortar (ASTM C 270). . T2 z 17.333 1 3.5 : WA CL [ 0 : 17.188 : 855 -406 : H2.5A I
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In accordance with ACI 530, the 1900 psi block in combination with Type M or S mortar provides a design compressive 1. 6X6 W1.4 X W1.4 WWF TO BE PLACED IN THE CENTER OF THE SLAB. WWF SHALL BE LAPPED 8". THE USE OF T2 1 3.5 : WALL : 17.042 : 17.188 z 855 -406 1 1
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FIBERMESH SHALL BE ALLOWED IN LIEU OF WWF. MINIMUM FIBER LENGTH = 1/2". : ; � : : � : 1***'*...*.................... , r�
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strength (f'm) of 1500 psi. . : . � : * t
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: : : WALL : 11.042 ; 17.188 � 620 i *
GROUT: The grout shall be in accordance with ASTM C 476 and shall have a maximum course aggregate size of 3/8 " 2. SLAB THICKNESS IS 4-, UNLESS NOTED OTHERWISE ON THE PLANS. SLAB SHOULD BE POURED OVER A 6 MIL. : T3 : 11.333 I 3.5 -282 H2.5A i
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HE SOIL SHOULD BE TREATED WITH TERMITE POISON PRIOR TO POURING. : z � : . : � i : t
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placed at an 8" to 1 1" slump and have a minimum specified compressive strength of 2000 psi at 28 days when tested in : : � : ; : ; I : t
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accordance with ASTM C 1019. 3. THE FILL BELOW THE FOUNDATION SHOULD BE FREE OF DEBRIS, ORGANIC MATERIAL, COHESIVE SOILS OR ANY �.............................�...............................:........................................................................................................................................I..............................�..............................................:......................................................I.............................
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: J1 !; 1 � 1.5 : NAILED: 1 40 � -180 :
Masonry construction shall be in accordance with FBCR chapter 6 and in accordance with the Specifications for OTHER DELETRIOUS MATERIAL. SOIL MUST BE COMPACTED TO 95% MODIFIED PROCTOR MAXIMUM DRY DENSITY FOR : ; � z �
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...............................�...............................�..............................�......... ...............I.............................................:...................................................... ...........................................
: .....**'*..........:*.......*'***'**...*..........*'*"*'*...*'*'**"*'*....�.....*.........****...*.... � :
: � . I �
: � � :
: : 1 � 1.5 : NAILED: I � 17.558 ' 77 t -180
TWO FEET BELOW THE BOTTOM OF THE FOOTING. : J1 . t z : t I
. : t . : � : I :
Masonry Structures ACI 530.1-99. ACI 3.5 D limits the grout lift height to 5 ft and requires a 1-hour initial set time �Ill"""*",*","",'ll""I�Ill""I","***""I...***....�..............................................................:...............................�............................�.............................................1.........................................�....:..................................................................................................� .
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: : : : : ; �
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between lifts. �_111111_1111_1_.------------------------------""----�.��..�..-,.------------�----------------------�..................4....................................... �, - _ "",'....,.............._,__,._................._._,__,.______-
4. VERTICAL AND HORIZONTAL REINFORCEMENT WILL BE LAPPED FOR 48 BAR DIAMETERS OR 30-, WHICHEVER IS GREATER. : : ; :
� � : : : : : ; i
. ' 3 � 3.5 : WALL : 0 : 17.188 : 304 . -180 ; H2.5A '* I
: J2 � I : : . . :
, : _ ., __..............
; � I
:_11--.1.11111111-1...-11-,__........___.....�...4_11111--__.-............�..._...11111141-1-1-11. ..........�_................_1.1�,.........�.....�...-...............I........................................�.....�...........-.......... .......�........�
: . : : �
I
: : . : : : z
I : � 3 i 1.5 i NAILED! 3 : 17.188 : 26 1 -180 : �
REINFORC114G STEEL: shall be ASTM A615, Grade 60 : J2 z I . . .
.1.11-1 1111-...........I.......�...............�-..."...-...-..�.11,1111'..,..:�."I....�....____............I....,.................................................................___.-............1-....................-.......�............................... .......1-11--.1--.111.1.......111
: � :
: z : : : : I :
5. CORNER REINFORCEMENT SHALL BE LAPPED 30". : J2 I 3 '� 1.5 : NAILED:: 3 ; 18.224 :: 45 t -180 : i
: z t
:..............................!............................... ..............................:.............................�..............................:............................;..............................................;...........�.................................�..................................................... ............................................I
: � : : � ; . : t
: z : . : : z :
: : . : . : I . �
Steel Construction shall be in accordance with FBC chapter 22. i : : : z � ;
6. REINFORCEMENT SHALL HAVE THE FOLLOWING COVER REQUIREMENTS; ;..............................:...............................?.....****..........*,******...:.........................................................................................:............................................................................................�..................................................... ..................... ....................z
; � : ;
: : z t : i
: : : WALL : 0 i 17.188 i 368 � -180 H2.5A �
: :
STRUCTURAL STEEL: shall be ASTM A36. : J3 : 5 1 3.5 ; z :
: : . . : . .
3" FOR CONCRETE CAST :........................:,...1.1-1-1------------ ---------------1_�
: : E : �
: : ; � t : �
: : -----*1*'4k�"___5_-------;�.....1-7--1'_8'8'....^�"-"-,,-----6"-8-"--""""-":,--"-"""-""""',--,*---"""?""---------------------
: �
: J3 : 5 1 1.6 � . t -180 : � �
STEEL PIPE AND STRUCTURAL TUBING: shall be ASTM A500 (Grade B) 2" FOR CONCRETE EXPOSED TO EARTH AND WEATHER :--.""""""-,--.,�.1111-1,�,.-.----t,���,��--�,-���-,�-I'll�,�I------------�,_____,...I.-�,�,�-...",,-,""",-".�---,-,-�,-,.--.-,.�11-111-11-1-1I---------------11111_t____11__- __________1_1_1_�
: .
: z : : t : I I
: i � :
: J3 I 5 1 1.5 :: NAILED: 5 : 18.891 : 108 -180
WELDED WIRE FABRIC (WWF): shall be ASTM A185. 1 R OR EARTH FOR THE PRIMARY REINFORCEMENT. : : I : : � t : z
z
-'11-1111111111................__..........�.................................:.........�......-...........�......�...........�............................�...,...�.............___..............�.......�.____..............�...___.......'' I,,"',"',,.........�
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: t11111111111111...............:.......................................................................................................................................................:_...........
: : : : . z � :
READED RODS: shall be in accordance with ASTM A 307 or ASTM F 1554 Grade 36. 7. STEMWALL TO BE A MAXIMUM OF (6) COURSES TALL. CONTACT ENGINEER OF RECORD IF STEMWALL WILL EXCEED : J4 z 7 1 3.�...*: WA LL :: 0 ; 17.188 1 444 k -183 : H2.5A I * i
. . � � :
:f.............................�............................... : .................... . ..................I
.........�11111*11***...............:...........................................................�........................ ..............................................:......................................................I..........................
I
: . : : � i : �
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: : : NAILED: 7 : 17.188 � 105 -180 : �
: : : : ! k
WASHERS: shall be in accordance with ASTM F 436 Grade 36. 6 COURSES IN HEIGHT. J4 � 7 F..........1,*.'5-* : : .
I............ . ..........................................!.....I......................................................:...............................�............................�.............................**.....*........�..............................................:......................................................I...........................................�
: z : � z
: : : z :
: J4 �; 7 I 1.5 : NAILED : 7 : 19.557 : 164 z -180 : �
: : I �
NUTS: shall be in accordance with ASTM A 563 Grade A Hex. �Ill-1-1----,""�l--.�l-.--�.�,_.......___.: : . . I : z
: : T11111111...............111111-111-111............t-.____-_,-----,-........�----�............................i-,_,.____-........_---------�.....�-------.__, ___________,
.
8. STEMWALL AND MONOLITHIC FOOTINGS ARE INTERCHANGEABLE. : : i : : ; : � : Z......... �
: : � : : . : I : i �
, : : � : �
: . . : : . : � �
...-11-11-........._............�.....----1..................�...........:...�.........................�__.....................;..........�...........�..............................�....-1-1.1.1...I--.....I.-I-1.1..."I............� ...�......-........I......11_._�..................._______11�
i�NCHORING ADHESIVE: shall be one of the following products (DUAL CARTRIDGE INSTALLATION ONLY): : 4 : .
: c : : : . . : * t
. ; .
: J5 : 9.837 i 4.2 : . I
: � : WALL I 0 : 17.188 � 528 -296 : H2.5A :
: � .
9. WHERE THREADED RODS ARE EMBEDDED 12" INTO STEMWALLS, THE TOP TWO COURSES OF STEMWALL MUST BE FILLED. :-1.1111.1111____._--,-1...I...............--.4--.......�........�.........�.....1.111.11.1_1_-_-4----..............;.........................�...................�...�...................................................................................... ......�
. 1. .........�.................................... �
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: a 17.188 �
z : : :
: z : NAILED: 9.837 : : 401 1 �
- : . : �
1* Simpson Strong-tie Co., Product: Epoxy-Tie SET J5 � 9.837 i 1.5 : : : . I
I
:..............................:..............................................................:............................................................:............................:.........�............................ ............................................
: : z z ; : :
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: � ...******:.........................i......*..................... *[*****'"*....................................I
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: J5 : 9.837 1.5 : NAILED: 9.837 : 19.543 z 217 180
* Simpson Strong-tie Co., Product: Acrylic-T : z I..............................:.............................�..............................:............................� :
ie AT .............................................................. ..............................................�...................................................................................................�............................................I I
all be in accordance with FBCR chapter 9.
:.............................................................................................:.............................................................�..............................:..............�...�..........................................�..............................:..............................y...............................
,
: : . : : : : : I
: k : . z : : I : : .
Footings and foundations shall be in accordance with FBCR chapter 4. Soil compaction shall be in accordance with ASTM D 1557. 1EGEND: : : � : : : � : : �
ALL LINTELS SHALL BE MANUFACTURED BY: CAST-CRETE : : : I : : : z : : .
�'ll""I'll""I'll","*,*""""",**********,* ......................... ...........................................................................................................................:..............................�...............................I....**********.....:..............................I
*****'**'*"*............................ . : .
Typical anchor bolts are only required at the following locations: LINTEL LEDGEND LINTEL, SEE A3/S-1 :* . I I
: : : :
: Indicates bearing v,rall below with studs spaced at 16' o.c. : : � : : z
: ; : � � : :
! : . ........:............................�..............................z
:.............................................................................................:..............................a..............................T..............................:................................................................................... :-- :
Spaced @ 6' o.c. at the exterior wall sill plate where the thru-bolt spacing is greater than 6' o.c. :" : I . : : :
. : ; : : �
890 : 10M : � :
: : � ; : : : : z
. �
L. : See garage header tied : : i : :
F=GROUT FI LLED/U=UNFILLED .. .1...1_1 _..........1.1--.1-4 1_1 1-1-I I- -- �- _ ,. _......-1-1....-1.1.1.1.1-....i
At the exterior wall sill plates where the thru-bolt is more than 12" from the end of the plate. . .,,,,,,,,,,,,--,',',,',,""I'lI -,I .-..._........._................... -............. �_...__...................I... .... ........_:
: : I : ; z
k :*** : : . ! k
:
.,_�7 # OF REBAR IN LINTEL [203]1 : See gable end truss tiedowri and platform framing in attic : : � ; : �
: . :
: : � : : 4
;,.",..,----�ll,��,�..,..,.,.�ll,�,��,.�.�.1-1........I...I...11-1.11...........1-.1.1-1.1-11--11-1.......-1_-1-11111--....I'll-...�....I...".�'ll'.1l.-�."�..�.,���.�.��..���..�........,,,...�.,-�-�--,,.,--��.,.��.,�,�..........I...1-1....�.....�.............__.._,�_11___.1__..........�
Anchor bolts are not required at interior bearing wall sill plates. N : �
8r8- 1B /I T .. Z
, 1 CONTRACTOR MAY SUBSTITUTE AND APPROVED EQUAL FOR THE CONNECTORS �
_e :
� - : ,
- - a/_ _L �11-1111111111111111111111111-"I'll'-,-IIIIIIIII-1111111111-1-11-,'- "I'll",---***'*...*.........................*----------I'll--11"I'l""I'll""I'll'll""I-11,1111-11,11'll""IlI...I"I""',-,__, "I,I 11-11-111,111-1**",*"""""""'I.......a
�
Wood framing shall be in accordance with FBCR chapter 6 except as noted in these plans. REBAR LOCATION B=BOT,T=TOP - : : MEET THE SAME REQUIRED UPLIFT RESISTANCE ;
:: .
The "Fastening Schedule" in Table 602.3 shall be used U.N.O. in these plans and as follows: The double top plate shall provide G -I.r :LISTED IN THE TABLE ABOVE TO ! . . I ; : I
� ............*...............................-------------�.............................y......................-....�' ___............................._�......................`......*......................;..............................._____,_��
- . : : .
.., -'H _[ clips and tmist straps::: � i : : : :
NOMINAL HEIGHT - : . : . : � : . : 03-16-06 P.I.
:1.1.1.1.....I.-I.---,.�-�--,--,.�.I.I.I.I.I.I.1.1.-- ........................................................�...........................:..............�.-�--,.,.?-,.--..,.--",.,.,.,.,.,.,.,.,.,.,.-,.--------.!----,.-,.---"-,.--".--,.,.-,.-,.�------1
- : . �
4 ft lap and shall be face-nailed with (8) 12d sinkers. t �,"', : � : : : ; :
NOMINAL WIDTH - : t I : i : : ! : : �
: : .
, : : I I : : I : : c
All wood framing shall be fabricated and installed per ALTC, TPI and National Design Specifications for Wood Construction. r / Z ..-,..,: __ _______,_,.�11111_1___1 11_11-1-_,__- --
0 - ��l-.--�---,"-,--,"-,",-"-1.11,11-1-�,���-..I......-------------1----1-1-----' ''- zIll�l---",--..,,,,,-,,�,,,--,�-,�-,-,- �___. -,---.
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I 0 ::: - W/#3 TIES @ 8' .,-,:."..�--I ��-.�!,-- , " ` , "' ,`_ :H2.5A= Simpson H2. w/(5)8dxl.6'nails each end-Capacity=600 lb : z : : : DATE ISSUE/REVISION
_- ......t., .., , " - : : . : I
, ,, , , , -
., �___.1.1.111---111111--1111-1---11-11,11-11111--l'------"�,-�1--l�-..-�-.�..-,��-1.��l".-.,-,�1-1-111,11-1-�1-1111-11,111-1111-1-1�-l-l'..,.�_-.-�.......-.,_-_-1,___-_--.----------- .
: _A, . : -,�------_._.
co ..�I ...- ... * - HORIZ. JOINT : : : .
'N _F .-*!.`,.:�,.-*.:.,_ `*"' ,_" ....-
, ,
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. .
v,'...i *�.-'�,-;,.- ..- ... -- :MTS =Simpson MTS12 w/(7) 10dxl.6'nails each end-Capacity= 1000 lb : ; : .
L__J .:".;.�..--�-;�.;,,,�:-:.-2_*� . �
... .
All framing anchors and connectors noted on drawings shall be manufactured by Simpson Strong Tie or approved equal. . .--�'',4,�.'$. REINF. : :
.. --..............-"",�.",��-------""-,-T---.-.,--l"--.�.-.�'ll""Il.��,,�,,�.......�
.
-I... - : . : We hereby expressly
L. L, 8'0 OR 12" . .. ., ,---""-",",.--�"-��,--,.,�-11�-�-.-�1--l..",,-,-,-"------,",-�ll-�.......__.....11-11".-,-,-""��ll,�-,---.-����,��--�-�--..-', : I
�'�---_�..-.'-`...,-.1-I I .. , : I : : �
1.11 �,-..,-11_11 -.,.-."-
W/1800 HOOK (ALT) -I. ...--, -- ........ _/
* ..-. 11 �_` --
: :
* * , ': ��:-.�-.-.-_....__.--..., � :HTS =Simpson HTS20 w/(24) 10d nails each end-Capacity= 14661b : : .
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---�-- .-��.,-, 1_�_-�; ......i.". ... ,_,�- : , :
_t J, 2; .. - " -, - -, :.......�...........r.....................................�.-----,""..""-"--,:"----,L..........---1...1.1--1.,.1-1--------.1-1.1-1-1.1......."..-,...............T:.....-------11--l-�.--,.,.,.,.-..---�."",�"."r""'�...........__---
. _T3_05 _. L - .. - . � : I : : . � : : I reserve the property
-[203] 1 : ; : � : : : � : �
All wood exposed to earth, weather or in contact with masonry, concrete shall be pressure treated. 'Flat straps: : : z : : : z : :: t
�............................................................................................I..............................I............................................�................I..............................:..............................�..............................1...............................!............................... rights to this drawing
I :
: : : �
: i : : t
FILL CELLS 'MSTA24= Simpson MSTA24w/(9) 10d nails each end-Capacity = 1640 : I : and it is not to be
- wk :..........................................................................................................................................................................................................................�..............................�........................................................�....�...............................z
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: : � : : ; rep
Fastening subject to moisture shall be hot dipped galvanized to ASTM153-80. - 1 W/CONC. :,MSTA36= Simpson MSTA36w/(13) 10d nails each end-Capacity=2135 ; roduced, copied in
_\ "� Z I : � ; : :
. -___J �..........................................................................................................................................................................................................................:..............................................................................................:..............................
� : : : � any format or manner
. .. 7/1*' : ; : : 5
..:. .... V :MSTC28=Simpson MSTC28 w/(18) 16d sinkers each end-Capacity=3310 lb t : : I
. :
. :..........................................................................................................................................................................................................................................................t..............................:..............................;.............................. hatsoever without first
The Pre-fabricated structural wood trusses manufacturer shall provide signed and sealed shop drawings registered by .1.1 15'-4" MAX. MASONRY OPENINGS � : : � w
: I : : �
:MSTC40= Simpson MSTC40 w/(26) 16d sinkers each end-Capacity=4740 lb 3 : : �
,� .. �................................................................................................................................................................................................ .................................................................................�..............................:..............................�, obtaining our express
truss manufacturer's engineer for approval. Design criteria shall be listed and include the rated load capacity of the T. .. .- r__1 4 : .
: � : ; I
.: .:.. ro MIN. EIRG. 8" EA. END :MSTC66= Simpson MSTC66 w/(38) 16d sinkers each end-Capacity=5855 lb : : � written permission and
.. - - : i :
.. - * :.............................................................................................:..............................................................�..............................:..............................y.................................�...........................:..............................t..............................�
I . :
truss to truss connectors, and manufacturer's license to fabricate trusses utlizing the connection system proposed. The . . 00 C5 : � : : : z : : �
, :Heavy : : � consent.
L. ..,- I : � : . z : :
*L� 0 " I _qrder tiedo"ns : .z : : z : ....:
LJ �.................... .. . . - .1................................................................................................................................�..............................:..............................I..............................�.......................... :...............................
contractor shall approve fabrication and installation drawings indicating size, shape and layout. _17-1� % : .
: : �
V I I MGT= Si mpson MGT w/ (22) 1 Od nials into truss and(1) 1 IZ'thru-boft into ftg. -Capacity=3965 1 b : .
e__ L, 8" OR 12" FOR REINF. SEE PLAN :........................................................................................................................................................................................................................................................................................................................I..............................: DRAWN BY; CHECKED BY.
.
: ;
11 0 1 I PHD2= Simpson PHD2 w/(10)SDS1/4x3'screws into truss and(1) 1/2"thru-bolt into ftg. -Capacity=3610 lb .
. �- - - - .. ... - - - - -... .. - .. ...- - -... - - ..- -- _ - -- - ...- -- ..-- - - __ - - ...- -....- ..__- - -- --- -- .. - ____- - - - - .. ... ... . . . .... ............................t
Bracing of trusses during erection installation shall comply with TPI HIB 91. [203] T3_05] FOR REINF. I RAW GMH
z
I PHD5=Simpson PHD2 w/(14)SDS1/4x3'screws into truss and(1)5/8"thru-bolt into ftg. -Capacity =4685 lb I
: �
MASONRY OPENING 5'-4" OR LESS FILL CELLS W/CONC. I HORIZ. JOINT :..................................................�....................................................................................................................................................................................................................................................................................................�
: �
: : :
All pre-fabricated wood trusses shall be fastened to their supporting walls or beams with clips or anchors as indicated REINF. 0 16" O.C. \ :HTT1 6= SimpsonHTT1 6 w/(I 8) 16d nails into truss and(1) 11Z'thru-bolt into ftg. -Capacity=4175 lb ; k
�. . . .....................................................................................................................�....................................................................................................................................................................................;...............................
- : �
: : �
MIN. BRG. 8" EA. END L - - i HTT22=Simpson HTT22 w/(32) 16d nails into truss and(1)5/Er'thru-bolt into fig. -Capacity=5260 lb : �
L . ==----:- :
on the plans. . 1 :....-1-1....-111-....-.11-1....,�ll,",-""",---,"".1111.1�.......11--11-1............_...1.11.11-1111.11....".�-,--.�,�,�'ll,�'.."�,,�111.11�,�'..,.I.................I...........I-—....1-11--....I.......I...�......-11.1--1.1.11.1......-.1--.1-I.--�.1111.11.............�
. �
. L � : :
. I :HDQ8= Simpson HDQ8 w/(20)SDS1/4)U'screws into truss and(1)7/8"thru-bolt into ftg. -Capacity=8235 lb �
,
I i_...1.1_111_...I-------I .I-----.1--.1-111111-111....1111_ __ ..... --.1-1.---1-111-1-1.1...I-— -� - ----- -....I..-.-.,.-,.,-- '.........,.....1.11,--------:..............-...--.-"
- . �
: : :
The nut at the double top plate shall receive a final tightening after the roof system is installed. 0_9 :THAI-2= Simpson THAI-2 in%erted heavy girder hanger wl(30) 10d nails into face-Capacity=4135 lb : t
- :..................1.1-1-11.-......._..._......1.1-111.11.11.......�.........�...____......�..........1111.1-111-............�.......I...........�.............................,.............-.....�...............�,-.,.��-,����",-��.��.�.���,.���.......4
- , - - -DrCo FIN. FLR.
.
See stud schedule for exterior load bearing stud size and spacing. 2-#5 CONT. T. & B - r- a r__1
,4. co
,
- .. - I 0
W/#3 TIES @ 8" -L. . - . 1-4-
- -
All gable end walls shall be balloon framed or braced per detail. 7_N,**1�Z , , - L__3 I ____ __
Use SYP #2 for top plates and PT SYP#2 for sill plates. NOTE: IN 16n LINTEL BLOCK 7 1 1 � -I NOTES,
FOR EXACT LOCATION OF T.O.F. EL. UPLIFT
Attach base plates to slab with Simpson 1/4"x4 1/2" Titen screws at 32"o.c. up to 10' wall, 16"o.c. up to 16', wl (1) screw within 4" of OPENINGS SEE ARCH. OIL
each side of plate breaks at bearing walls adn 48" o.c. non bearing walls. MASONRY OPENING MORE THAN 5'-4" '*-F SEE PLAN
NOTE: MIN. BRG. 8- EA. END (MAX. OPNG. SIZE 10'-8-)
CONT. REINF.TO EXTEND TYPICAL CMU
Header studs and cripples shall be nailed at 6"o.c. w/ 12d nails (.1310" staggered). 24"BEYOND FACE OF OPENING TYP.
All windows and doors shall be designed per component and cladding pressures indicated on these drawings. NOTCH FOR VERTICAL REINFORCING (TYP.) I I DETAILS
_', MASONRY LINTEL DETAIL Al MASONRY REINF. AT DOOR OPNG . A2
SCALE: 3/4"=1 '-0 SCALE: 3/4"=1 '- . S - 1
.
,.�:�� I I I I I / SHEET NUMBER
T I I
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I
-b_ _ ,�!�_�____�, 1= 1 7 1
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-
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THESE STRUCTURAL PLANS WERE PREPARED WITH CADD FILES OF THE ARCHITECTURAL FLOOR PLANS PROVIDED BY Cf-
THE ARCHITECT. ENGINEER OF RECORD ASSUMES NO RESPONSIBILITY FOR THE DIMENSIONAL ACCURACY OF THESE
.
PLANS AND RECOMMENDS THAT OWNER SUBMITS THESE STRUCTURAL PLANS TO THE ARCHITECT FOR APPROVAL OF Lj� Z
CL
DIMENSIONING PRIOR TO CONSTRUCTION.
_j
::0
z
Uj
23'-2j" 23'-2j" C D.
A3 12"02" CMU PIER
TYP. w/4#5 VERT. & #3 A6
U.O.N. S-3 ('A�lTyp. it-on TIES 0 12" OC. Y TYP.2-STORY WALL 00
U.O.N. e- TYP.EA.END EXTEND INDICATES '"OTHRU BOLT S-3 SECTION U.O.N. 0
L & HOOK INTO LINTE 0 4'-0" MAX.SPACING (2)2x6 HEADER CN
V TYP. TYP U.O.N. %
DER
C) ------
<
C) 0
01 C3
z: 0
LLj
FLOOR JOISTS
2x8 CD
@ 16"OC.MAX.w/ :z ��!
SIMPSON LU26 HANGERS 0 LVL. V-5i 01-
WWF 6x6- NO. 10 OR r_1C0
4 4" CONC. SLAB REINF. W/
CON'
F 6x
M LLJ < ::D
LFIBERMESH REINF. OVER SHEATH EXISTING Uj
MIL Lj ry L.Lj <
6 MIL. VAPOR BARRIER WALL FULL HEIGHT. V) M: LLJ M 00
0 C
OVER CLEAN COMPACTED _j
T T L W 01 CD 0
REA ED FILL. < (,_j
Cy- 00
LU L.L.1
(A2 0�
PROVIDE NEW SPF#2 2x4 -.t U)I I I _j < LLJ I !�_c 0-0
STUD WALL SPACED @ 16" OC. 64'-1 1 1 _j LLJ > .;j- 0
oo < _j C)
TO SUPPORT ROOF ABOVE. ATTACH U LLJ
TO BEAM BELOW w/SIMPSON MSTA24
ry
I r(257�XIEI
FLAT STRAPS @ 32" OC. TYP. 0 a 0 Q) LLJ 0
LOAD BEARING WALL. 0 n a_ �_ 0 z:
6. 1% HILL
C1
=I PROVIDE DOUBLE
10
F2.0 STUD @ HTT16.
L .0 -
51 -Tf
-r
12N12" CMU PIER
F2.0 PROVIDE HTT16 @ w/4#5 VERT. & #3
2'-O"x2'-O"x1'-8'n END OF EXISTING TIES @ 12" OC.
w/2-#5 EA.WAY. STUD WALL. TYP.EA.END EXTEND VERTICALS
& HOOK INTO LINTEL.
LJ
C) _j
V 0
) <
L LLJ
FOLINDA TION PLAN FIRSTFLOOR TIEDOWN- 2ndFLOOR FRAMING PLAN _j Z M
Q:� :�i 0
F__
SCALE. 114" = 1 '-0" SCALE: 3116" = 1 '-0" LLJ
NOTES: NOTES: _j U-)
1. REFER TO ARCH.FLOOR PLAN FOR WALL LOCATIONS & DIMS. 1. ALL EXTERIOR WALLS ARE DESIGNATED AS SHEARWALLS _j
2. REFER TO SHEET NO. S-3 FOR FOOTING SECTIONS AND DETAILS 2. SEE A5/S-3 FOR THRU' BOLT DETAILS.
3. FOOTINGS AND FOUNDATIONS SHALL BE IN ACCORDANCE WITH 3. SEE GENERAL NOTES SHEET S-1 FOR POST & HEADER LJ
FBCR CHAPTER 4 CONNECTIONS.
4. A SOILS INVESTIGATION REPORT IS RECOMMENDED TO VERIFY 4. PLACE THRU-BOLTS; ADJACENT TO ALL EXTERIOR AND Ln
SUITABLE SUBSURFACE CONDITIONS INTERIOR LOAD BEARING WALL WINDOW OPENINGS AND DOOR
5. ASSUMED ALLOWABLE SOIL BEARING CAPACITY= 2,500 PSF OPENINGS AND AT CORNERS.
5. SEE SHEET S-1 FOR UPLIFT SCHEDULE & REQ'D MIN.
STUDS UNDER TRUSS.
6. AT LOCN'S. WHERE WALLS ARE DETERMINED TO BE
NON-LOAD BEARING ALL THREAD RODS MAYBE OMMITTED.
7. AT LOCN'S. WHERE THERE IS INSUFFICIENT SPACE FOR
ALL THREAD RODS, THE CONTRACTOR SHALL PROVIDE
CONVENTIONAL STRAPPING SUCH THAT STRAPPING CREATES A
CONT. LOAD PATH TO THE FOUNDATION.
ROOF FRAMING NOTE
1. ALL CONVENTIONAL FRAMING SHALL BE No.2 OR BT. SYP
2. FASTEN ALL RAFTERS TO PLATES W/SIMPSON H8 CLIPS,
W/(5)10dxl-!" NAILS EA.END FOR SPANS UP TO 10'-0".
2
3. FASTEN ALL RAFTERS TO PLATES W/SIMPSON MTS12 TWIST STRAP
W/(7)10dxl-t" NAILS EA.END FOR SPANS UP TO 20'-0".
2
4. FASTEN ALL RAFTERS 0 RIDGES W/COLLAR TIES. FACE NAIL
COLLAR TIES TO RAFTERS W/(5).131x3-1`n NAILS.
4
5. FASTEN ALL JACK RAFTERS TO HIPS & VALLEYS W/(4).13101"
4
TOE NAILS. (2)2x6 HEADER rA6"*NTYP.2-STORY WALL
6. ALL RIDGES HIPS & VALLEYS SHALL BE (1)NOMINAL SIZE LARGER S-3 SECTION U.O.N. INDICATES 1"OTHRU BOLT
THAN ADJOINING RAFTERS.(U.O.N.) w/(1)MSTA1 5
7. FASTEN RAFTERS TO CEILING JOISTS W/(4).131x31`n NAILS. FLAT STRAP EA.END 0 4'-0" MAX.SPACING
4 TYP U.O.N TYP.
8. FASTEN RAFTERS & CEILING JOISTS TO TOP PLATES W/(3).13101" TOENAILS. *_A-
4
9. FASTEN ALL HIPS & VALLEYS TO PLATES W/(2)SIMPSON MTS12 TWIST STRAPS
W/(7)10dxll-" NAILS EA.END OF STRAP.
2
PROVIDE SIMPSON HU26 2 HANGERS
TYP. 0 (2)2X8 TO (2)2X12. 1 =3
L) (n
C-4 _j
<Uj PROVIDE (1)MSTA18 03-16-06 P.I.
(2) 2x8 Z W
C14 V) FLAT STRAP EA.END DATE ISSUE/REVISION
PROVIDE OVERFRAMING CEILII IST L�EL,, I OF HEADER.
I I CN 3i I
2x8 FLATWISE NAILED .1 0 Co
i X
TO SHEATHING w/(3).13lx3" -11- 1 %J% I I z Uj U) We hereby expressly
0% 0 M D reserve the property
2x8 'RIDGE I I
0 C14 :11
NAILS 0 24" OC. _j rights to this drawing
_j and it is not to be
eproduced, copied in
2x6 RAFTERS ny format or manner
& CEILING JOISTS whatsoever without first
@ 24"OC.MAX. POST DOWN TO (2)2X obtaining our express
BELOW 0 CEILING JOIST written permission and
LEVEL TO SUPPORT 2-RODS TYP. consent.
RAFTERS TYP. WHERE SHOWN. DRAWN BY' CHECKED BY-
(2) 2x8 AT CEILING JOIST L RAW GMH
L 2nd FL OOR TIE DOWN- ROOF FRAMING PLAN AE JOB NUMBER
N�-N�PROVIDE ROD UNDER EA.END SCALE. 3116" = ip-op) 10- 1043-06
OF TRUSS T1 & EXTEND ROD (D
TO FDN. NOTES:
1. ALL EXTERIOR WALLS ARE DESIGNATED AS SHEARWALLS
2. SEE A5/S-3 FOR THRU' BOLT DETAILS. OUNDATION
3. SEE GENERAL NOTES SHEET S-1 FOR POST & HEADER FRAMING
CONNECTIONS.
4. PLACE THRU-BOLTS ADJACENT TO ALL EXTERIOR AND PLANS
INTERIOR LOAD BEARING WALL WINDOW OPENINGS AND DOOR
OPENINGS AND AT CORNERS.
5. SEE SHEET S-1 FOR UPLIFT SCHEDULE & REQ'D MIN.
STUDS UNDERTRUSS.
6. AT LOCN'S. WHERE WALLS ARE DETERMINED TO BE
NON-LOAD BEARING ALL THREAD RODS MAYBE OMMITTED.
7. AT LOCN'S. WHERE THERE IS INSUFFICIENT SPACE FOR
ALL THREAD RODS, THE CONTRACTOR SHALL PROVIDE
CONVENTIONAL STRAPPING SUCH THAT STRAPPING CREATES A S - 2
CONT. LOAD PATH TO THE FOUNDATION.
SHEET NUMBER
1b
LJ
3n 04 C4
1"0 THRU ROD TONGUE & GROOVE '4
2
SEE PLAN. STURDI-FLOOR z
SUB FLOOR PLYWOOD SHEATHING
2x4 SOLE PLATE V)
GLUED & FASTEN TO WOOD
TRUSSES OR JOISTS w/10d
FIN.FLR. EL. SEE ARC!b, COMMONWISE NAILS 0 6"O.C. 0
V EDGES & 112"O.C. INTERMEDIATE.
2x8 SILL PLATE
TE
ARC
S'%"��PRE-ENGINEERED
WOOD TRUSSES. <
BAND JOIST SEE PLAN. 0
TYP. C3 Ir-
B"x24" LINTEL 0
SEE PLAN LLj
>
[If -17
LLJ ::D
# 5 DOWEL LLJ <
LAP w/ VERT. LLJ M 00
< CD 0
12x12" CMU LLJ of 00
30" MIN. SEE PLAN FOR REINF. = Q CN L-Li
_j < W !�-E '01-0
_j LLJ >
0
CD
C--) LLJ
FIN.FLR. EL. SEE PLANo- C-4
F7
0 0 —Q) LU 0
fj I
CD PO a- 1 0 z:
SEE PLAN FOR
SIZE & REINF. ck
SECTION @ GARAGE
C1 <
OPENING SCALE: 1 /2"=1 '-0" @ 0
1/2- THREADED ROD
4-1/2 MIN. MONO FTGS.
SILL PLATE 7" MIN. STEMWALL FTGS. NUT AND 3 x 3 x1/8" /,/.--SIMPSON SSP 11 32" O*C* PRE-ENGINEERED TRUSSES/ LJ Lij
WASHER (TYP.) 7 REQ'D AT OPENINGS OVER 6'-0" RAFTERS SEE PLAN. ___j
NUT AND 3 x 3 x 1/8" 0
WASHER (TYP.)
U
SEE GEN. NOTES SHEET S-1 LL] 7' LIJ
M
SIMPSON SSP 0 32" O.C.
HEADER
EPDXY IN 5/8- HOLE REQ'D AT OPENINGS OVER 6'-O�" (2) 2xTOP PLATE (2) 2x PLATE Lj z
OR ARCYLIC IN 9/16" HOLE
a U� 09
L
__j
\- 2x JACK STUD (TYP.) T AND WASHER PRE-ENGINEERED TRUSS OR
1/2- THREADED-/ 1(2) REQ'D FOR OPENINGS ___-----CEILING JOIST SEE PLAN.
OVER 6'-0" LLJ
HEADER 3: Ln
STUDS (TYP.)
COUPLER SEE UPLIFT CONNECTOR
PERMITTED 1/2 GYP. CEIL BOARD OR 5/8 GYP. WALLBOARD
\"- 2X JACK STUD (TYP.) (TYP.) IF REQ'D. SCHEDULE FOR TRUSS/
"U",
n*Unic.
NU
le- 111READED-/ (2) REQ'D FOR OPENINGS RAFTER CONNECT. TO 1/2 GYP. WALLBOARD
OD (TYP. OVER 6'-0" STUD WALL.
,--- (2) 2x FULL LENGTH (KING) 2X STUDS 0 16" O.C.
COUPLER STUDS (TYP.) "-�—THRU-BOLT
PERMITTED
(TYP.) IF REQ'D.
ADD CORNER BAR
TO MATCH & LAP SCHD.
FTG. REINF. (2) 2x TOP PLATE.
0 2'-0 TONGUE & GROOVE 4 STURDI-FLOOR
'I x SILL
PLATE SUB FLOOR PLYWOOD SHEATHING
GLUED & FASTEN TO WOOD TRUSSES OR
z JOISTS W/10d COMMONWISE NAILS 0 6"O.C.
@ EDGES & 12"O.C. INTERMEDIATE.
4A FIN.FLR. ELEV.
SEE ARCH. JOIST SEE PLAN
—CONT. FTG. SEE WALL ELEVATION PARTIAL 2 STORY (2) 2x PLATE QL
PLAN AND SCHD. @ OPENING 131 WALL ELEVATION so 132 VAPOR BARRIER AND
SCALE: 1 /2"=1 '-0" SCALE: 1 /2"=1 '-O RATED SHEATHING
FTG. CORNER REINF. - STANDARD HOOK SEE GENERAL NOTES SHEET S-1
SCALE: @ EA. HORIZ. REINF. 1/2 - GYP. CEIL BOARD OR 5/8 GYP. WALLBOARD
SIMPSON MSTA24 FIELD-FORMED
AS A STUD-TO-PLATE ANCHOR 1/2 " GYP. WALLBOARD
w� (12) 1061.5" NAILS
OP & BOT.)
-V STUDS 0 16" O.C.
a 03-16-06
DATE ISSUE/REVISION
We hereby expressly
(2) 2x— TOP PLATE reserve the property
\—LINTEL (SEE DETAIL) rights to this drawing
1) #5 CONTINUOUS 25- MIN LAP 4 and it is not to be
BEND AROUND CORNERS reproduced, copied in
any format or manner
SIMPSON MSTAM24 W whatsoever without first
1/4 " x 2 1/4 TITEN
(4) #5 VERT. IN GROUTED CELL obtaining our express
SCREWS TO FTG. AND
AT WALL OPENINGS. (9) 10d x 1 1/2 NAILS TO STUD written permission and
consent.
DRAWN BY: CHECKED BY:
RAW GMH
SLAB: THICKENED EDGE —P.T. 2x SILL PLATE
AE JOB NUMBER
W/ SEAL
SCALE: 1 /2"=1 '-01# OPTIO1
6" WIDE PARAPET WALL 10- 1043-06
�"u
IL UK
OPTIO
Cn ONLY AT SLAB RECESS
jaw # 5 DOWEL/S
> 410 CONCRETE SLAB LAP w/ EACH
4
a VERT. 30" MIN. NUT AND 3 x 3 x 1/4"
TOP OF FINISH FLOOR a
WASHER (TYP.) 4 A
.444 4
4.
7xlp/4. A
A
SILL TIE
A
L OUNDATION
a SILL PLATE—\
ET Al/S-2 FOR INFO
00 SHE
THREADED ROD 4 L WALL DETAILS
& EMBEDMENT DEPTH .4 a STEMWALL NOT SHOWN.
OR FTG.
(SEE DETAILS) a a
(2) #5 CONTINUOUS X—O" ONE STORY 1(2" THREADED ROD
S E A3/S-1 FOR EMBEDMENT
w/ 30" MIN LAP
BEND AROUND CORNERS 1'—4" JWO STORIES
�.., )NOLITHIC SLAB FOUNDATION WALL DETAIL CMU A4 THRU — BOLT ALTERNATE A5 2 — STORY WALL SECTION A6 S - 3
SCIAI F- 1 /9"=1 '-n" q('Al F- 1 /9 1 '-no' SCAI F. 1 /911=1 '-not SrAl F- SHEET NUMBER