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JOB NUMBER
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SHEET NUMBER
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f--neral Structural Notes:
1. It is the I-ntent of the Engineer that this work
0
be in conformance with all requirements of the Design Criteria 1�
authorities having Jurisdiction over this type of 1. Li-y-9. Loads (Per Section 1607 of FBC 20141
2x6 STUDS 0 16" O.C.
construction and occupancy. All Contractors shall do
Roof...........20 psf UJ
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their work in conformance with all applicable codes 2x12 LEDGER PLATE, SCREW I?
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FASTENERS W/ (4) Y4"O x 6" WD SCREWS 0
and regulations. 2. Dead Loads (Per Section 1606 of FBC 2014)
Expansion bolts shall be HMTI KWIK BOLT 3 or approved equal. Embedment In TO EVERY STUD
2. The Contractor shall verify all conditions and Bottom Chord of dock joist....5 psf, Top of deck joist......10 psf concrete or solid grouted masonry shall be 7 bolt diameters minimum,U.N.O. -444A4 0
dimensions at the job site prior to run menclng work. 3. Wind Loads (Per Section 1609 of FBC 2014) Epoxy adhesive shall be HILTI HIT-HY 150 max cartridge system(HILTI HIT-RE 5M.K _00M 0 Y2" CDX PLYWOOD (EXISTING)
Ultimate Design Wind Speed, Valt=130 mph, Wind Exposure "D", Risk hole is cored instead of drilled)or approved equal,UNO. embedment shall be 12 bar
3. Contractor shall supply,, locate and build into Category I'll" Structure, GCPI=(+)Or(-)0.18 ( En( losed Structure), Roof Pitch diameters,UNO. Hole diameter shall be no greater thin recommended by manaL hole LU
the work all :Lnserts,, anchors,. angles, plates, shall be brushed out with bottle brush and then blown out with air using a compressor with -Aim 0
openings, sleeves,, hangers,, slab depressions, and is equal to or less than 7 degrees, Structure MI H a functional off trap. Installation shall he in accordance with manufacturers printed
pitches as may be required to attach drawings and is less than 60 ft. Instructions. 2x RAFTER
accommodate other work. power actuated fasteners(PAF) shall be HILTI X-DNI 0.145"diameter or equal.embed (EXISTING) d
3.1 Components & Cladding Design Pressures min 1-1/4"Into concrete and cmu. do not place within 1"of cmu mortar joint.PAF shall X
Roof: a=3 ft. completely penetrate structural steel.
4. All details and sections shown on the drawings Zone Effective Wind Area (sg. ft.) P ssure (Dsf)
are intended to be typical and shall be construed to 1 10 2 -8 -53.4
apply to any simllar situation elsewhere in the work 1 20 2 .4 -52.2 LSU210 "SIMPSON" SLOPED TO
except where a different detail is shown. 1 so 1 .5 -50.2 MATCH EXISTING, NAIL TO
1 100 1 .2 -48.6
WOOD TRUSSES 2A 0 RAFTER W/ 7-1 Od x 1 C)
2 10 2, .8 -89.4 C'�
h" NAILS & TO LEDGER W/ Cn
5. Subsurface soil condition information is not Truss manufacturer shall submit shop drawings Indicating actual truss layout,design, CN LU
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available. Foundations are designed for 2000 psf soil 2 so 1 *5 -67.3 wind uplift at bearing locations,number and types of trusses,etc.shop drawings and 10 - 10d x1 NAILS __J cle) Ob C11
bearing capacity. Contractor shall report any 2 100 1 .2 -57.6 calculations shall be signed and sealed by a registered professional engineer.Truss 5-:
differing conditions to the Designer prior to 3 10 2 .8 -134.6 manufacturer shall coordinate and verify all truss dimensions and designs w1h architect's cc
cc cc 0 5.:
3 20 2 4 -111.5 Z W M
conmencJmg work. 0 drawings. he . . Lij
3 so 1 .5 -80.9 LE[Dr_:�EFR [DETAIL AT UJ A L L 0 3: U P L.0
Roof framin plan and truss types are diagrammatic and are Intended to Indicate design C/11 < LU
It is the Contractor' s sole respons1billt 3 100 1 .2 -57.8 t only for roor configuration. LU (X U
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determine erection procedure and sequence to insure Roof Overhang: a=3 ft. Trusses shall be designed�fabricated,and erected In accordance with ANSUTP11 "national
the safety of the building and its component parts Zone Effective Wind sq. ft.) Pressu design standards for met&plate-connected wood truss construction."
during erection. 2 10 -76.7 Temporary truss bracing shall be Installed In accordance with"reconimended design
2 20 -75.3 specifications for temporary bracing of metal plate connected wood trusses"(TPI-DSB)
2 100 72.3 and"conimentary and recommendations for handling,installing,and bracing metal plate FASTENING SCHEDULE"B"(UNLESS NOTED OTHERWISE ON PLANS)
Construction Notes : 3 10 =126.5 connected wood trusses"(TPI-HIB).Install all web bracing required by the truss designer.
3 20 -99.3 CONNECTION FASTENER NUMBER OR SPACING C\2 C\2
3 100 -36.0 Temporary bottom chord and web bracing shaH remain permanently In place.The bottom n co
Foundatdons: chord bracing shall not exceed 10' spacing for trusses where no sheathing Is attached to the BAND JOIST TO SILL OR TOP PLATE, TOE NAIL 8d 6 0.C. C\2
Walls : a=3 ft. truss bottom chord or with truss bottom filler.Provide 2x4 lateral bracing(§36"under I
1. Footings shall bear upon undisturbed soil or upon Zone Effective Wind Area ( sq. ft.) Pressure piggyback trusses.All bracing shall be nalled with 2-16d nails to trusses. JOIST TO BAND JOIST, FACE NAIL 16d COMMON 3 )
structural fill compacted to a density of at 95% of 4 10.0 A.4 -57.8 JOIST TO SILL OR GIRDER, TOE NAIL 8d COMMON 3 kizi C\2
Standard Proctor Maximim Dry Density (ASTM D1557) for 4 20.0 50.8 -55.4 At trusses requiring web bracin&provide 2x4 diagonal brace(approx 45 degrees)@ 209 M co
4 50.0 47.8 -52.2 maximum spacing.Nall one end of diagonal to web of truss at roof,nail mWdle of diagonal BRIDGING TO JOIST, TOE NAIL EACH END 8d COMMON 2
a depth of at least one foot (11) below the bottom of 4 100.0 45.4 -49.8 to truss web at lateral bracing location and the other end of diagonal to bottom of web at
the footing. 5 10.0 53.4 -71.2 third truss. LEDGER STRIP 16d COMMON 3 AT EACH JOINT
5 20.0 50.8 -66.5 1" x 6" OR LESS SUBFLOOR TO EACH JOIST, FACE NAIL 8d COMMON 2
5 50.0 47.8 -60.2
2.Where shown,, cores of block ma onry shall be 5 100.0 45. -55.4 OVER 1" x 6" SUBFLOOR TO EACH JOINT, FACE NAIL 8d COMMON 3
f illed with coarse grout or pea gravel concrete with plus and minus signs indicate acting toward and away from the building 2" SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL 16d COMMON 2 0 -
m1nimimn compressive strength of 2500 psi at 28 days. surfaces respectively �--4 0
SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d COMMON 16" 0.C.
3. Reinforcing steel shall be ASTM A-6.15 Grade 60 TOP OR SOLE PLATE TO STUD, END NAIL 16d COMMON 2
steel conforming toACI 301, ACI 315, ACI 318 and CRSI STUD TO SOLE PLATE, TOE NAIL 8d COMMON 4 Z
Manual of Standard Practice, latest editions. C:)
DOUBLED STUDS, FACE NAIL 10d COMMON 24" O.C. o
4. All continuous vertical and horizontal DOUBLED TOP PLATES, FACE NAIL 10d COMMON 16" O.C.
reinforcing steel in footings shall be lap spliced a TOP PLATES, LAP AND INTERSECTIONS FACE NAIL (2) 16d OR (3) 10d COMMON
minimimn of 48 bar cliameters or 3011 whichever -is 3.2 MWFR System Design Wind Pressures per Simplified Method 2 of pr.-I I
greater unless otherwise noted. ASC E 7-2010 CONTINUOUS HEADER, TWO PIECES 16d COMMON 16" O.C. ALONG EACH EDGE 0
Edition CEILING JOISTS TO PLATE, TOE NAIL 8d COMMON 3 C.0
5. The following m1nimum concrete cover shall be USE (2) ROWS CONTINUOUS HEADER TO STUD, TOE NAIL 8d COMMON 3
provided for reinforcement: OP 106 COMMON
NAILS a 12' O.C, CEILING JOISTS, LAP OVER PARTITIONS, FACE NAIL (3) 16d OR (4) 10d COMMON M E
4. Roof Snow Load ( Per section 1608 CO
Footings. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .3 of F8C 20141 1, -
Not Applicable, Pg= 'zero CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL (3) 16d OR (4) 10d COMMON
inches 0
RAFTER TO PLATE, TOE NAIL 8d COMMON 3 0
Slabs TYPICAL OF (2) 2 x 6 THRU (2) 2 x 12 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 8d COMMON 2
On Grade. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Centered SOLID SAWN LUMBER 1" x 8" OR LESS SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 2
5. Seismic Design Criteria (per Section 16113 OF FBC 201!9 �4
Risk Cateogry 11, Importance Factor Ie=1,0, Ss=0.1 OVER 1" x 8" SHEATHING TO EACH BEARING, FACE NAIL 8d COMMON 3
6. Horizontal beam and footing bars shall be bent 11- SD=0.061 Site Class "D"', Fa=1.6, Fv--2.4, SMS=0.16, P�
01, around corners or corner bars with 21-011 lap shall be SMI=0,144, SDS�0.107, SDI=0.095 BUILT-UP CORNER STUDS 16d COMMON 24" O.C.
provided. Seismic Design Category "A" (Short Per od) 6 USE (3) ROWS BUILT-UP GIRDERS AND BEAMS, OF THREE MEMBERS 20d COMMON 32" O.C. AT TOP AND
Stud Frame Wood Bearing Walls=, R- LU OF 126 COMMON BOTTOM AND STAGGERED
shall provide spacers, chairs, t-6 NAILS ia 12' O.C. 2 ENDS AND AT EACH SPLICE.
7 . Contractor Cs= (SDS)/ (Rtle)=0.0165 But Not Less �J,an (0.0")(SDS)(Ie)=0.0047 d STAGGER NAILS
bolsters, etc. necessary to support reinforcing steel . Or 0.01 ILI ON 50TH SIDES. 2" PLANKS 16d COMMON 2 EACH BEARING
Support items which bear on exposed concrete surfaces 0.0165 > 0.01 ; Thus, Cs= 0.0165
shall have ends which are plastic tipped or stainless V=Base Shear--(0.0165)(W) CIA STUDS TO SOLE PLATE, END NAIL 16d COMMON 2 EACH END
steel. At Roof Level, V=(Roof dead load over Horizontal Tributary Area)(0.01 65) P WOOD STRUCTURAL PANEL SUBFLOORING
+ (Half of Wall Dead L oad Over Vertical Tributary TYPICAL OF (3) 2 x 10 THRU (3) 2 x 12 15/32% 1/2", AND 7/16- 16d COMMON, ANNULAR OR 6" O.C. EDGES AND CY)
Area)(0.0165) SOLID SAWN LUMBER SPIRAL THREAD 12" O.C. INTERMEDIATE
19/32", AND 3/4" 8d COMMON OR 6d COMMON 6" 0.C. EDGES AND
OR SPIRAL THREAD 12" O.C. INTERMEDIATE
%
1", AND 1-1/8" 10d COMMON OR 6 0.C. EDGES AND U.
11101110 8d ANNULAR OR SPIRAL THREAD 6 0.C. INTERMEDIATE
ROUGH CAMENTRY 1 1 1 USE (3) ROWS 15/32% 1/2", AND 7/16" 16 Ga. GALVANIZED WIRE STAPLES, 3/8" 4" 0.C. EDGES AND W
1. All sawn lumber shall be visually graded No.2 Southern pine@ 19% max moisture USE (2) ROWS OF LU OF SDW22500 06IMF MINIMUM CROWN 1-5/8" LENGTH 7" 0.C. INTERMEDIATE
6DW2230 "5IMF5ON`1 SCREWS a 12" O.C. < UJ
contenL SIMPSON " FACEMOUNT HANGERS SCHEDULE "F" SCREWS a 12' O.C. 0 STAGGER SCREWS 19/32% AND 5/8pp 16 Ga. GALVANIZED WIRE STAPLES, 3/8" 2-1/2" O.C. EDGES AND Z W 0
2. Provide light gauge metal fasteners Indicated. Secure per fastening schedule publish 1 - SINGLE 2X8, 2X10, 2X12 JOISTS USE LUS28 W ON 50TH SIDES, 7 MINIMUM CROWN 1-5/8" LENGTH 4" 0.C. INTERMEDIATE W 06
in the MFG. catalogue for the maximum capacity U.N.O.Fasteners exposed to WOOD STRUCTURAL PANEL ROOF WALL SHEATHING AND 0
ambient conditions shall be stainless steel and secured with stainless steel nails. 2 - DOUBLE 2X8, 2X10, 2X12 BEAMS USE LUS28-2 PARTICLEBOARD WALL SHEATHING Cn
Fasteners at all other locations shall be galvanized steel. Substitutions are permitted 3 - TRIPLE 2X8, 2X10, 2X12 BEAMS USE LUS28-3 1/2" OR LESS 16d COMMON (WALL) 6" O.C. EDGES AND CO Z UJ
provided that they have an equal or greater capacity then the specified fasteners 4 - DOUBLE PLY 11 7/8" LVL BEAMS USE HGUS410 8d COMMON (ROOF) 12" O.C. INTERMEDIATE W :5
5 - DOUBLE PLY 14" THRU 24" LVL BEAMS - USE HGUS414 (2) 1-3/4" PLY LVL (3) 1-3/4" PLY LVL 19/32- OR GREATER 8d COM MON 6" O.C. EDGES AND 0
and catalogue data Is submitted for approval by the architect. 6 - THREE PLY 11 7/8" LVL BEAMS - USE HGUS5.5/10 12" O.C. INTERMEDIATE
3. Install rough carpentry work to comply with N.F.P.A. 11 "Manual for wood frame 7 - THREE PLY 14" THRU 24" LVL BEAMS USE HGUS5.5/1z 15/16" - 1/2" 16 Ga. GALVANIZED WIRE STAPLES, 3/8" 4" O.C. EDGES AND < Z
MIN. CROWN. LENGTH OF 1" PLUS 8" O.C. INTERME)IATE W
construction;'Form E30-"APA Design/construction Guide- Residential and 8 - FOUR PLY 14" THRU 24" LVL BEAMS USE HGUS7.25/1.. WOOD STRUCTURALPANELOR
commercial,"and the recommendations of engineered wood products 9 - TJI/PRO560 16" DEEP-20" DEEP - USE MIU 3.56/16 rffiM=L_ PARTICLEBOARD THICKNESS U. Z
manufacturer. 19/32- - 3/4" 16 Go. GALVANIZED WIRE STAPLES. 3/8" 2" O.C. EDGES AND W
MIN. CROWN. LENGTH OF 1" PLUS 5" O.C. INTERMEDIATE D
4. Use pressure treated lumber with water borne preservatives to comply with AWPA LU 1/2'(P A301 MACHINE WOOD STRUCTURAL PANEL OR >
SIMPSON " FASTENERS: 6.1 50LTS wl NUT ANP PARTICLEBOARD THICKNESS
C2 for all members In contact with masoury or concrete,exposed framing,and all MODEL No. NUMBER AND TYPE OF FASTENERS 2"0 STEEL WASHERS <
curbs and blocking used In connection roofing and.waterproofing. 6 6 Iro" o,c:. FIBERBOARD SHEATHING (0 D
LSTA36 (26) 10d COMMON NAILS, USE HALF OF THE NAILS IN EACH MEMBER BEING CONNECTED 1/2" REGULAR 6d COMMON NAIL OR 11 Go. 6" O.C. AT EDGES, 12" O.C. W
5. Provide continuous wood framin members of size and spacing Indicated.Do not LSTA24 (18) 10d COMMON NAILS, USE HALF OF THE NAILS IN EACH MEMBER BEING USED P GALV. ROOFING NAIL 1-1/2" LONG AT OTHER BEARING AREAS W
splice structural members between supports. LU 28 (8) 10d COMMON NAILS TO HEADER WITH 7/16" HEAD ?>0
(6) 10d x 1 1/2" TO JOIST 1/2" STRUCTURAL 8d COMMON NAIL OR 11 Ga. 3" O.C. AT EDGES, 6- O.C. UJ U)
HU210 (8) 16d COMMON NAILS TO HEADER GALV. ROOFING NAIL 1-1/2" LONG AT OTHER BEARING AREAS L�j
(4) 10d x 1 1/2" TO JOIST WITH 7/16" HEAD
(4) 1-3/4" PLY LVL
H 2.5A (5) 8d TO RAFTER
25/32" STRUCTURAL 8d COMMON NAIL OR 11 Ga. 3" O.C. AT EDGES, 6" O.C. (D
(5) 8d TO TOP PLATES GALV. ROOFING NAIL 1-3/4" LONG AT OTHER BEARING A Z
H3 (4) 8d TO RAFTER NTH 7/16" HEAD 0
(4) 8d TO TOP PLATES oe
MSTAM36 (13) 1 Od COMMON NAILS TO WOOD �IULTIFLE E E3 E fR GYPSUM SHEATHING 0
(8) 1/4" 0 x 2 1/4" TITEN SCREWS TO CMJ BLOCK 1/200 11 go. 1-1/2" GALVANIZED 4" O.C. AT EDGES
7/16" HEAD 8" O.C. AT OTHER BEARINGS
SPH (10) 10d x 1 1/2" TO STUD CONNECT � CN 5/89' 11 ga. 1-3/4" GALVANIZED 4" O.C. AT EDGES JOB NUMBER
HGUS7.24/14 (66) 16d COMMON NAILS TO SUPPORTING GPDER 7/16- HEAD 8" O.C. AT OTHER BEARINGS
(22) 16d COMMON NAILS TO SUPPORTED BEW I I GYPSUM WALLBOARD 16060
HGUS7.25/1 0 (46) 16d COMMON NAILS TO SUPPORTING GIRDER [DETAL 1/200 1-3/8 DRYWALL NAIL! 7" O.C. ON CEILINGS
8" O.C. ON WALLS
(16) 1 6d COMMON NAILS TO SUPPORTED BEAM (N,T.5,)
5/801 - 2" DRYWALL NAIL! 7" O.C. ON CEILINGS SHEET NUMBER
HTT1 6 (18) 1 6d COMMON NAILS TO SUPPORTING GIRDER 1/2" 0 x 8" LONG EPDXY GROUTED BOLT 8" O.C. ON WALLS
HTT22 (32) 16d COMMON NAILS TO SUPPORTING GIRDER 1/2" 0 x 8" LONG EPDXY GROUTED BOLT 1 4
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