HomeMy WebLinkAbout4134-34 D - 2 1/2"
R 3 D FO 2 BARS V
i2cimpnotft-Imei Qr= ATRUCTHRAV TFATA ANn INAPPOTIONa P 4 n FOR 19 §1 RAN #nJ@ "IN
(NOTEOU
0
Roof Dead Load
1. The contractor shall verify all dimensions, elevations (Ind site
1. Bar reinforcement shall be ASTM A615 Grade 40 for #4 and
ROOF TRUSS
conditions before starting work and notify the Architect/Engineer
smaller, and Grade 60 for #5 and larger.
61#
immediately of any discrepancies.
2. Welded wire fabric shall conform to ASTM A185.
Roof Live Load
2. All omissions and/or conflicts between the various elements of the
working drawings and/or specifications shall be brought to the
3. Lops at bar slices shall be 48 bar diameters for #6 bars and
Floor Dead Load
attention of the Arch itect/Engineer before proceeding with any
smaller in concrete and 60 bar diameters for #7 bars or larger
specifications, and calculations as required to the building official
unresolved work.
in concrete and 40 bar diameter for masonry.
Floor Live Load
3. Resolve any conflicts on the drawings with the Architect before
4. Vertical bars in walls shall be accurately positioned at the center
Seismic Zone
7-s g="�N --_-,x oe=::�, 'o
proceeding with construction.
of wall, unless otherwise noted on details, and shall be tied in
- - . - -
Soil Profile Type
y
SIC
position at top and bottom and at intervals not exceeding 192
S-1
4. The Contractor shall determine the location of utility services in
bar diameter.
Seismic Coefficient C.
the area to be excavated prior to beginning excavation.
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accordance with the "Qualifications Procedure" of the American
C. Note on the plans the name and location of the approved truss
5. Reinforcing detailing, bending and placing sholl be in accordance
Seismic Coefficient C.
5. No pipes, ducts, sleeves. chases, etc., shall be placed in slabs,
with the concrete reinforcing steel Institute "Manual of Standard
manufacturer, per Section 2321.3 CBC.
beams, or wells unless specifically shown or noted. Nor shall any
Practice latest edition.
Near -Source Factor No
structural member be cut for pipes, ducts, etc., unless otherwise
desion reaulrements.
noted. Contractor shall obtain prior approval for installation of any
6. Reinforcing steel shall be provided with the following amounts of
Near -Source Factor N.
additional pipes, ducts, etc.
concrete cover: for cast -in-place concrete
Seismic Source Type
6. All material and workmanship shall conform to the requirements of
Footings (concrete deposited against earth) 3
Basic Wind Speed:
the 2001 C.B.C.
Concrete surface (formed) exposed to earth
or weather 2
7. Contractor shall provide safe and adequate temporary-- erection
Column reinforcing (including column ties) 1 1/2
Importance Factor:
bracing on all beams, walls, etc. to provide full structural stability
Beams and girders 1 1/2
Exposure:
Bracing sholl not be removed until the completed structure is
Slabs (#11 or smaller) 3/4"
capable of supporting each temporarily braced element for Its full
Concrete tilt -up panels cast against a rigid
loading,
horizontal surface such as concrete slab
DESM FACTORS
0
Roof Dead Load
15 psf
6a
ROOF TRUSS
30
portion permit
written approval from building official has been obained.
61#
7/8*0
0
j
Roof Live Load
20 psf
C
.0
Floor Dead Load
N/A
plans and shall be kept at the job site at all times.
specifications, and calculations as required to the building official
0
Floor Live Load
N/A
for approval for each deferred item.
Seismic Zone
7-s g="�N --_-,x oe=::�, 'o
SVN04016.0
1. Welding shall be of either the shielded or submerged arc process
- - . - -
Soil Profile Type
y
SIC
S-1
and performed by certified welders. Welders shall be qualified in
0
Seismic Coefficient C.
0.40 No
_J
accordance with the "Qualifications Procedure" of the American
C. Note on the plans the name and location of the approved truss
.Q
Seismic Coefficient C.
0.56 Nv
E
manufacturer, per Section 2321.3 CBC.
documents have been reviewed and are in general conformance with
Near -Source Factor No
1.4
desion reaulrements.
Near -Source Factor N.
1.9
Seismic Source Type
A
Basic Wind Speed:
80 mph
Importance Factor:
Exposure:
C
WX R 12 D FOR #14 #18 BARS
1. All tests and inspections shall be performed by an independent LL1
testing and inspection agency employed by the owner or architect %-p7
and not the contractor per CBC SECTION 106-3.5. Job site visits ;N� P
by the structural engineer do not constitute an official inspection. 0
Copies of the test results shdl be furnished to the structural
CL P
engineer in addition to other normal distributions. Refer to SECTION
1701.5 of the California Building Code. All special Inspectors must
submit final reports. 0
YES NO o
A2 z IL
2. Foundation: VV #Dn 900 HOOK OFFSET 180' HOOK Z
A. Compacted fill Including utility trenches ........................ 11KA LU W
Z > Z
B. Visual examination and approval of all foundation W :
LU
excavations......................................................................
011p_ N
C. Continuous inspection of pile driving and/or 40 D FOR MASONRY (MIN) L"
caissons .................................................................... 2
VN FOR C NCRETE:
4 M, LU
8 D MIN) FOR #6 BARS OR SMALLER
90' HOOK MI
3. Concrete: 600 MIN) FOR #7 BARS OR LARGER N
A. Continuous inspection and test cylinders for 1.5 0 OR I MIN <
structural concrete except foundation concrete f, --A 1/5 LAP LENGTH
of 2500 psi or less ....................................................... lef�l 1b OR 6" MAX
.0 A
B. Continuous inspection for slob -on -grades 45"
concrete ........................................................................
45'
C. Test cylinders for slob -on -grades concrete .......... 0 L09
4. Reinforcing steel: LAP SPLICE
I n g. 4 0 . 0 .*A.%$ a " 6 so..* 0 a.** . . .
A. Placing of reinforcl 135' HOOK
01 0 ^A 4 In f e#^ bi COLUMN TIE*OR BEAM STIRRUP loom In 111011P
exposed to the weather: %J %., I " %J %a Q I %7Q%7 NJ 'i IQ %7 ...... 4 ...................
8. It shall be the sole responsibility of the general contractor during iff C. Sampling and testing of steel ....................................... U)
#8 and smaller 11 113 (n
the course of construction to verify uniform distribution of building #9 through #18 2 W_ A SO H IS: R 8 rK-A 0 NO SCALE
m7m) D. Mill reports and identification of steel ..................
materials above framed floors and/or roofs to prevent deflections 1. Washers shall be used under heads and nuts of all bolts bearing REINFORCINO off EEL DETA ILS GNTYP-003 <
of framing members. 7. All reinforcing steel, anchor bolts, dowels and inserts shall be well 0 �_ I-,
on wood. Washers shall be used in the following locations: 5. Welding: J UJ 04 00:C
secured in position prior to placing concrete or grout. 0:5 0"o U
9. The structural drawings are not to be scaled for determination A. All structural field welding (includes decking
(a) Sole plates to foundation. in Qoo uJ
of quantities, lengths or fit of materials 8. Dowels between footings and walls shall be the some grade size and welded studs) ..................................................... F <o V)tnm
and spacing as vertical wall reinforcing. B. Non-destructive testing of full penetration 0 Av , Z
10. The structural drawings and specifications represent the finished (b) Wood ledgers and caps to concrete and masonry walls. Q0 0 Z
Da Z:q .4
weld, connections .......................................................... F-1 Z
structure. They do not indicate the methods of construction C>
9. Unless otherwise noted in details, furnish #3 spacer ties at (c) Against 2x member when 2x member is bolted to a heavier 11 -on
unless so stated or noted. The contractor shall provide all C. Structural light gage metal framing welding ................ I,/ -N 20
measures necessary to protect the workmen and other persons approximately 2'-6" on center in all members to secure reinforcing member. .7 e U_ (0
in place. 6. Bolting: MAX. 00-0 Z
during construction. to - 1" 0 D
(d) A properly sized nut and 2 x2"x3/16" thick washer plate A. High strength bolting ................................................... kL\1 ZIX
10. All chord bars and reinforcing steel to be welded shall be ASTM 1-_
A706. may be used elsewhere unless noted on the drawings. B. Expansion/adhesive anchors in concrete <W
FQV_N.1?AT10N NOIJES- or masonry ...................................... ...... 4.4 ....... 21 0 ER
WX03) a P E Q N 0 P E 0 T I Q_N_8 C. Anchor bolts In concrete (bolt installation 11;7111 0
1 Soil design pressure; 91DUCTURAL WO -0 M104) and concrete placement) ......................................... k�N
Continuous footings 2400 paf (3200 psf max) (W-Mlo) 1. Special inspection by a registered deputy building inspector, CONSTRUCTION JOINT
Pad footings 2400 psf 1. All wood members shall be Douglas Fir Larch (DF) Grade marked approved by the structural engineer and the building department 7. Masonry: OR CONTROL JOINT
shall be required for the following types of work: A. Sampling and testing of masonry units ....................... lu-
2. Bottom of footings shall be at least `18" below nearest adjacent by a recognized grading agency (W.C.L.B.). S. Masonry prism testing .................................................... SEE S 3 1
grade. 2, Wood grades (unless noted 0. All concrete work except for non-structural concrete and
foundation concrete supported by earth and based on strengths
C. Continuous inspection ..................................................... 11
3. Soils Engineer- GEO-ETKA, INC. (a) For horizontal members: Joists & Rafter Grade #2 not greater than 2500 PSI.
Report No.: �R-10514-05 Dated: OCTOBER 20, 2005 Beams & Stringers Grade #1 0. Mortar testing ................................................................. ammu I, I P"I ANN=
b. All w0lding to include reinforcing steel and ductile frames and
4. Soil Engineer shall verify that construction at the site Is in (b) For vertical members: 2 x 4 studs - Grade #2 high-strength bolting. 8. Insulating concrete fill:
accordance with the recommendations and conclusions of his report. 2 x 6 and larger studs - Grade #2 c. Masonry work where noted on the drawings, and during all high Test and inspections ........................................................... CONSTRUCTION JOINT -T
5. The foundation plan Is to be reviewed and signed by the soils engineer. Post & Timbers - Grade #1 lift grouting operations. 9. Structural steel: SEE
3. Plywood sheathing shall be Douglas Fir conforming to commercial A. Mill reports and identification of steel N
6. Finish excavation for foundation shall be neat and true to line d. During driving and testing of piles and construction of cast -in-place I[ /-7\-/ I El kA
products Standard PS -1-95, and shall be marked in accordance (AffidaVit of compliance) ............................................ N1 -
with all loose material removed from excavations. with APA. drilled piles or caissons. (.0
B. Sampling and testing ................................................... J V)
7. The footing excavations shall be kept free from loose material 4. Cutting, notching or drilling of beams or joists to be permitted e. During the taking of test specimens and placing of all shotcrete. PLAN MEW 0111301ROM �D
and standing water. Before any concrete is placed, excavation 10. 3/4" plywood diaphragm with heavy nailing
only as detailed or approved by the Engineer. 2. All tests and inspections and exceptions shall conform to the CBG 0
shall be checked and approved by a qualified Soils Engineer to Section 1701. Results of all tests and inspections shall be submitted inspection of plywood placement and nail spacing ... Lail
insure compliance with the requirements. 5. Unless otherwise specified, all nailing shall conform to Table
23-11-B-1 (2001- C.B.C.). to the arch itect/engineer and the building department. 11. Approved fabricators: (Must submit certificate 0 >
8. Provide shoring at top of all walls retaining earth prior to backfilling, of compliance for all offsite fabrication such CC _<
3. All cement, aggregate, reinforcing steel, structural steel, etc. shall 2 1_0
unless otherwise noted. Shoring to remain in place until permanent 6. All sills or plates resting on concrete or masonry shall be pressure as structural steel, glu-Ioms, precast concrete, SLAB JOINTS GNTYP-016 Z -
be from tested stock. Ful I I
structural supporting members are in place. treated Douglas Fir. Bolts shall be placed 9" from the end of a etc . ................................................................................. Lni CJ :2
board or from a notch and spaced at intervals noted. J < :2
4. The owner shall employ either the architect, engineer of a designated Ist POUR 2nd POUR Ist POUR 2nd POUR
7. All bolt heads and nuts bearing on wood shall have a minimum of engineer/architect to make site visits to observe general compliance
g"CREIII to with the approved structural plans, specifications, and change orders C 0 N_" 911 0 L QQ K. -M A 212-RHY 4< Z (n
(NOM00) 2 x2"x3/16" plate washers. All bolt holes In wood shall be drilled as required by 2001 CBC Section 1702. MTE12) 144' TOOLED W Z
1. Cement shall conform to ASTM C-150, Type 11. 1/32" diameter larger than normal bolt diameter. 1. Concrete masonry units shall conform to ASTM C90, designation 14 x 36' LONG R DIUS-TYP CY. > 0
W LL.
3 EQ'L SPACES Lii _J In
2. Aggregates for normal weight concrete shall conform to ASTM 8. All framing anchors, post caps, column bases, etc. shall be as Grade N, medium weight, Type 1. Construction shall comply with Chapter DOWELS 0 4,- . 00 O.C. I W
M1QR0=LAM ± PABALLAR 09AM 21 of 2001 CBC and local codes. Roughen and clean concrete bearing . . - % - N IF .. . V_
C-33. manufactured by "Simpson Company' or equal. "MO L - * - - .1 4 ..A Z
surfaces for the placement of the first course. Vertical head joints 4 1
1. Micro=lam and Porallom lumber is a trademarked product r%l
shall be filed solid and shoved tight to provide bond to both blocks.
3. Reodyo-mix concrete shall be mixed and delivered in accordance 9. Provide double joists under all parallel partitions, ... ... 4
of the Trus-doist MacMillan Corp. and sholl be designed 4'
with ASTM C-94. 10. Provide blocking or bridging per Chapter 23 of C.B.C.
. . �A
4
_4_
SHAPED
Portland Cement, Type M, 1/4 part lime putty or hydrated lime, and ZPREFORMED 2*4 GA Z
in accordance with the latest local building code for all toads, 2. Mortar shall be freshly prepared and uniformly mixed of 1 part W
4. Concrete shall have a minimum compressive strength at 28 days 11. Top plates of all wood stud walls to be two 2x (some width as 2. All Micro=lam lumber and Parallam PSL lumber shall be designed 3 parts clean sand. Aggregate shall conform to ASTM C-144. GALV MTL JOINT WOOD 4 1 I -on
as follows: studs), unless otherwise noted. Lop 48" (minimum) with not less in accordance with specifications of Trus-Jolst Corp. -with a KEY
0. Slab on grade & foundation: 2500 psi; than six 16d nails at each lap and not more than 12" between nails. modulus of elasticity (E) of 1.8 x 106 psi and a bending stress 3. Grout shall have a minimum ultimate compressive strength of 2500
b. Structural slabs, beams, columns, piles, caisson: 3000 psi of (Fe) of 2600 psi (min.) psi at 28 days. Grout shall be fluid consistency and mixed in ratio METAL ANT -ALT WOQQ JOINT ALT
5. Admixtures may be used with proper approval of the Engineer. 3. The contractor shall be responsible for submitting shop drawings of 1 part cement and 3 parts sand for grout space less than 4" in CONSIE-CIO-N J2NT
Admixture used to Increase the workability of the concrete shall WOOD.TRU-88910 to the engineer indicating all sizes, specifications, hardware, any direction. For spaces greater than 4 , the ratio ls to be 1 port INDICATED "CJ" ON PLAN
not be considered to reduce the specified minimum cement content. 040W3) blocking, bracing and bridging as required for construction, prior cement, 2 parts sand and 2 parts pea gravel. Aggregate and sand
1. Manufacturer sholl supply to the Arch itect/En gin eer and the shall conform to ASTM C-404. Solid grout all cells U.-N.O.
6. Projecting corners of slabs, beams, walls, columns, etc. shall be Building Department calculations and shop drawings for approval to delivery to job site.
4. Use care to prevent mortar and. grout spillage on the face of the
formed with a 3/4" chamfer unless otherwise noted. prior to fabrication. All calculations and shop drawings shall be 4. Notching and boring of MIcro=lam beams and Parallam joists is
masonry. Clean such spillage immediately. Z
7. Refer to architectural drawings for moulds, grooves.. ornaments, signed by a California registered Professional Engineer. It shall not allowed. OPTIONAL SAW -CUT OR OPTIONAL
be the responsibility of the manufacturer to obtain Building 5. All isolated bolts embedded In masonry shall be grouted- solidly In TOOLED JOINT FILLED PLAS11C
clips or grounds required to be cost into concrete and for extent Department approval of calculations and shop drawings prior place with not less than 2" of grout surrounding the bolt. wl MAS11C JOINT STRIP
of depressions, curbs and ramps. to installation. rURE BIRRINKLER NQJE
6. Cells shall be grouted each side of joints containing horizontal
8. Concrete form tolerances shall be within the standards set by
2. Trusses shall be designed In accordance with the latest local 1. Contractor shall submit shop drawings to the structural
reinforcing. -4 .....
.9a 4 .44
the American Concrete Institute. Building Code for all loads imposed, including lateral loads and engineer indficating the layout of all sprinkler lines, their FO�ITANA
mechanical equipment loads.. method of support, and the estimated weight of each line
9. No pipes or ducts shall be placed in structural concrete unless fully loaded with water. Such submittal shall also be made 7. Special Inspection is not required unless noted.
lli�,All _J _J
specifically detailed. Refer to architectural, mechanical, plumbing 3. All connectors shall be ICBO approved and of adequate strength to the building department. ONTRACTION �OIN _< _<
and electrical drawings for locations. to resist stresses due to the loadings Involved. The shop drawings shall give the structural engineer INDICATED *SJ" ON PLAN 1Z
sufficient time so that any upgrading or revising of the M
4. Dead load + live load deflections shall be limited to L/240. roof framing members can be completed prior to the N.T.S. ca IM
bidding and fabrication of the roof members. 3 V) M M
§TMUCT!JRAL $TEE SLAB JOINTS -060 Z (A V)
001M) 5. Uve load deflections shall be limited to L/360. GNTYP .0
1. All workmanship and material shall conform to the latest edition of 0;
6. Blocking, cross bridging and/or bracing shall be provided and
the A.I.S.C. specifications for the design, fabrication and erection DIJIFEARED 0__V13_M1T][_AL8 5: W W
of structural steel for buildings. detailed as required by the manufacturer to adequately brace VOTE47) W X 3:
all trusses. 0 Q
2. Rolled wide flange shapes shall conform to ASTM A992. 7. Roof trusses shall have progressive erection and
3. So M and HP shapes and channels shall conform to A36 or A572 permanent crgss-bridging at maximum intervals of 12 ft. of span
grade 50. for lateral support to prevent rotation of lateral displacement.
Note that continuous runners connection top and bottom chords
4. Angles and plates shall conform to ASTM A36. of adjacent trusses, will only be permitted where crgs§ brace
5. Steel pipe shall conform to ASTM A53. Grade "B". occur at every fourth -truss space, starting at the first joist from
the wall.
6. Machine bolts and anchor bolts shall be Grade "A" conforming to 8. Fabricated wood joists shall be designed and detailed for the
ASTM A307 unless noted otherwise. load shown on this note and any special loads like A.G. units, etc.
A. Dead loads for roof 15 psf
DEFERRED SUBMITTALS
ITEM
NUMBER
DESCRIPTION
TO BE SUBMITTED
WTHIN/DAYS
6a
ROOF TRUSS
30
portion permit
written approval from building official has been obained.
61#
7/8*0
6
9. A. Specify that truss calculations and layout shall be a part of the
1. The architect or engineer of record shall submit complete plans,
7. Steel tube columns shall conform to A51M A UI kry'--'-J KSIJ or
a. Typical live load 20 psf
EMBED'T
1/2"0
6a
ASTM A500 Grade '"B" (Fy--46 ksi).
611
portion permit
written approval from building official has been obained.
61#
7/8*0
6
9. A. Specify that truss calculations and layout shall be a part of the
1. The architect or engineer of record shall submit complete plans,
ATTAINED
plans and shall be kept at the job site at all times.
specifications, and calculations as required to the building official
SHEET:
WEL-DING
(NOTE07)
B. Specify the trusses are to be fabricated in the shop of a licensed
for approval for each deferred item.
SVN04016.0
1. Welding shall be of either the shielded or submerged arc process
fabricator.
5. Initial plan review by the building department 'May take 30 days.
S-1
and performed by certified welders. Welders shall be qualified in
2. The architect or engineer of record shall review submittal documents
TV ANCHOR BOLT EMBEDMENT N.T.S.
4
accordance with the "Qualifications Procedure" of the American
C. Note on the plans the name and location of the approved truss
and shall counter sign documents with the notation that says
CMU -15
Welding Society, latest edition. Shop welding shall be performed by
manufacturer, per Section 2321.3 CBC.
documents have been reviewed and are in general conformance with
,f/vz I/ L
An A r^v,*A Ife-anaael fe%hr1e-n+nr All ofmcturai field weldin shall
desion reaulrements.
SCHEME
BOLT SIZE
EMBED'T
1/2"0
6a
5/820
611
portion permit
written approval from building official has been obained.
61#
7/8*0
6
2321.4 C13C.
7*
A'- AC -
MIN EMBEDMENT
PER SCHEDULE a- a.
1 MIN GROUT to to
AROUND BOLT
7`- IN MASONRY
C4
< < <
PROJECT NO:
14705
f MIN v
FF #
have continuous inspection by a registered deputy Inspector.
D. Trusses shall be legibly branded, marked or permanently Identified,
on the face of the bottom chord, with the name of the truss
3. No deferred of shall be installed or constructed until
GOVERNS WHERE MIN
DATE: 09/26/05
2. Low hydrogen welding rods shall be used in welding of reinforcing
manufacturer, the design load, and the truss spacing, per Section
portion permit
written approval from building official has been obained.
EMBED'T CANNOT BE
bars.
2321.4 C13C.
ATTAINED
4. Additional plan check and/or permit fees may be due for deferred
SHEET:
3. Use E70XX Electrodes.
submittals.
SVN04016.0
5. Initial plan review by the building department 'May take 30 days.
S-1
TV ANCHOR BOLT EMBEDMENT N.T.S.
4
CMU -15
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