STANDARD NOTES AND DETAILS
General Notes:
1. Building design is based on use of the following codes ASCE 7-05, IBC 2006, ACI 318-08,
and AISI S100-2007.
2. Seismic design is based on values of S1=0.75, SD=1.9 and Site Class E. The seismic
coefficient used is Cs=0.38. Importance factor I=1.0 and R=3.
3. Wind design is based on basic wind speed of 120 mph and exposure C.
4. Standard notes and details shall apply unless noted otherwise.
Foundations
1. Footings are designed for an allowable soil pressure of 1500 psf DL+LL.
2. Foundations may be poured in neat excavations provided footings are increased 2
inches in width.
3. Excavations and reinforcement of foundations shall be inspected by the engineer before
concrete is poured.
4. Refer to concrete notes for concrete and reinforcing steel.
Concrete Notes:
1.
2.
3.
4.
All concrete shall test to 2500 psi at 28 days, minimum 5 to 6 sack mix.
Cement shall conform to ASTM C-150 Type 1 or 2
Concrete aggregate shall conform to ASTM C-33 and shall be well graded.
Reinforcing steel shall conform to ASTM A-615. All reinforcing steel shall be Grade 60.
If Grade 40 is available, use Grade 40 for stirrups in concrete columns and beams.
5. Reinforcing shall be fabricated and placed according to “Manual of Standard Practice
CRSI”.
6. Construction joints shall be roughened and cleaned prior to succeeding pours.
7. Rebar, dowels, bolts, etc. to be embedded in concrete shall be securely anchored prior
to pour.
8. Maximum lift of masonry walls shall be 4 feet.
9. Maximum free fall of concrete shall be 8 feet.
10. Concrete shall have a maximum water cement ratio not greater than 0.65 for slab on
grade and 0.65 for footings, columns and beams
11. Remove all debris from forms prior to pouring concrete.
12. No wood spreaders or stakes allowed in concrete.
13. Concrete shall be consolidated by puddling, mechanical vibration, or rodding.
14. See attached notes for Concrete cover.
15. See attached notes for reinforcing splices.
16. See attached details for construction joints in slabs
17. See attached details for minimum diameter of bends in bars.
Masonry Notes:
1. Concrete blocks shall be hollow load-bearing concrete masonry units with a minimum
compressive strength of 1500 psi. Reinforcing cells shall be grouted solid. Grout shall
attain minimum compressive stress of 2500 psi at 28 days. Mortar shall be type S and
shall attain a minimum compressive stress of 2000 psi at 28 days. All head, bed and wall
joints shall be completely filled with mortar. Masonry units shall be laid up in common
bond pattern, see building elevations for example. For design purposes, F’m = 2000 psi.
2. Blocks shall be nominal 8x8x16.
3. Vertical reinforcement shall extend the full height of the wall without a splice and shall
be accurately placed and held in position at the proper location in the wall.
4. Horizontal reinforcement shall not be placed in mortar joints, but shall be placed in
bond beam units, or units with notched webs.
5. Shoring for block lintels shall remain in place for a minimum of 15 days after the wall has
been complete. Shoring shall not be removed until roof diaphragm is in place.
6. Roughen and thoroughly clean any concrete surface to receive block construction.
7. Clean out openings shall be provided at the bottoms of all cells at each of grout higher
than 4 feet. All mortar fins and other obstructions shall be removed. Cleanouts shall be
sealed after inspection and prior to grouting.
8. Grouting of cells shall be in lifts no higher than 4 feet.
9. When grouting is stopped for one hour or longer, the grout pour shall be stopped 1 inch
below the top of the upper most unit.
10. Grout shall be consolidated by puddling, mechanical vibration, or rodding.
Steel Notes:
1. Hot rolled steel shall be minimum of ASTM A36 (Fy=36 ksi).
2. Cold-formed steel shall be minimum of ASTM A-653, Grade 50 (Fy=55 ksi minimum) with
G60 galvanized coating, or ASTM A-57- Grade 50 (Fy=55 ksi minimum) bare.
3. All steel shall be clean of oil, grease, loose mill scale, rust and other foreign matter.
Steel shall be given one coat of approved metal protection, ie shop primed. Paint shall
be applied to a dry surface.
4. Holes for bolts shall be of the same nominal diameter as the bolt plus 1/16” unless
noted otherwise.
5. Bolts and threaded rod shall be minimum of ASTM A307.
6. Purlins shall be C8x2.25x12 GA with section properties Ae=1.470 in2, Se=3.338 in3,
Ix=13.35 in4, or better. Based on availability of purlins, substitute sections shall be
approved by the engineer. Spacing of purlins on the roof may be adjusted by the
engineer if deemed necessary.
7. Metal roofing shall be minimum of 26 GA with section properties t=0.0179 in, I=0.041
in4/ft, Sp=0.067 in3, Sn=0.071 in3. For metal roofing minimum Fy=33 ksi.
8. Metal screws with ½ inch diameter metal and neoprene washers shall be used to fasten
metal roofing. Screws shall be self tapping Hilti Kwik Pro 12-14 size screws or approved
equivalent.