Glossary & Terms/General Notes

1. STRUCTURAL DESIGN PER THE 2009 INTERNATIONAL BUILDING CODE, BASIC LOAD COMBINATIONS DESCRIBED IN SECTION 1605.3.1 NO INCREASES ARE PERMITTED FOR RESISTING WIND OR SEISMIC FORCES. OUR ALUMINUM DESIGN IS IN ACCORDANCE WITH THE 2005 EDITION OF THE ALUMINUM ASSOCIATION’S SPECIFICATIONS AND CHAPTER 20 OF THE IBC. PATIO COVERS AS DEFINED IN IBC APPENDIX, SHALL BE USED ONLY FOR RECREATIONAL, OUTDOOR LIVING PURPOSES AND NOT AS CARPORTS, GARAGES, STORAGE ROOMS OR HABITABLE ROOMS. COMMERCIAL COVERS MAY BE USED FOR THESE PURPOSES. CARPORTS MUST HAVE AT LEAST TWO OPEN SIDES AND HAVE FLOOR SURFACES MADE OF APPROVED NONCOMBUSTIBLE MATERIAL OR ASPHALT.

2. AT LEAST ONE HORIZONTAL DIMENSION (PROJECTION OR WIDTH) OF COVER SHALL BE LESS THAN 30′.

3. CONCRETE MIX: FC=2500, 3000 OR 3500 PSI AT 28 DAYS IN NEGLIGIBLE, MODERATE AND SEVERE CONDITIONS AS SHOWN IN FIGURE 1904.3 OF THE 2009 IBC. PATIO STRUCTURES MAY BE ATTACHED TO A CONCRETE SLAB WITHOUT FOOTINGS WHEN THE POST LOAD IS 750 LBF OR LESS AND THE FROST DEPTH IS ZERO. CONCRETE SHALL BE SET BACK TO A MINIMUM OF 4″ FROM THE EDGE OR EXPANSION JOINT OF A SLAB. POSTS ATTACHED ON THE SLAB WILL CONFORM TO DETAILS LA35, MU100 OR MU102.

4. EACH APPLICATION SHALL SHOW A COMPLETE PLOT PLAN OF THE PROPERTY AND BUILDINGS. CIRCLE THE POST SPACING, SPAN, ETC., IN THE TABLES THAT FIT THAT PARTICULAR JOB.

5. EACH INSTALLATION SHALL BEAR AN IDENTIFYING DECAL GIVING THE NAME AND ADDRESS OF MFGR., WEIGHT BEARING OR SNOW LOAD, DESIGN WIND SPEED AND EXPOSURE AND ICC ESR NUMBER.

6. LIGHT GAUGE STEEL SHALL BE PER ASTM A653 UNLESS OTHERWISE SPECIFIED. GRADE WILL BE SPECIFIED UNDER INDIVIDUAL DETAILS. THICKNESS IS BARE STEEL. NEGATIVE THICKNESS TOLERANCE IS -5%.

7. ALTERNATE ALUM. ALLOYS MAY BE SUBSTITUTED FOR THOSE SPECIFIED, PROVIDED THEY ARE REFERENCED IN THE ADM 1-105 WITH EQUAL OR GREATER GUARANTEED MINIMUM PROPERTIES (FTU, FTY, FCY AND E). THICKNESS INDICATED IS BARE METAL AND NEGATIVE TOLERANCE MUST COMPLY WITH ANSI H35.2. 3004 H24 MAY BE SUBSISTED FOR 3004 H34.

8. LAG SCREWS SHALL BE PLACED IN HOLES PREPARED 70% DIAM. FOR CONCRETE BLOCK CONSTRUCTION, PLACE MASONRY ANCHORS AS PER THE INSTALLATION INSTRUCTIONS.

9. DRAINAGE WHICH OTHERWISE WOULD GO OVER A PUBLIC SIDEWALK SHALL BE COLLECTED AND DIVERTED UNDER SIDEWALK.

10. STRUCTURES MAY NOT BE ENCLOSED UNLESS ADDITIONAL ENGINEERING IS PROVIDED OR BY APPROVAL OF THE LOCAL BUILDING AUTHORITY.

11. A GEOTECHNICAL INVESTIGATION IS NOT NECESSARY UNLESS REQUIRED BY 1803.2 OF THE 2009 IBC. SIL IS ASSUMED TO BE CLASS 5 OF TABLE 1806.2 OF THE 2009 IBC, BEARING 1500 PSF VERT., 100PSF/FT HORIZ AND DOUBLED AS PER 1806.3.4. THESE DESIGN VALUES DO NOT APPLY TO MUD, ORGANIC SILTS, ORGANIC CLAYS, PEAT OR UNPREPARED FILLS AND MAY REQUIRE FURTHER SOIL INVESTIGATION. THE BUILDING OFFICIAL MAY ASSIGN A LOAD BEARING CAPACITY. UNITS IN A SNOW LOAD AREA OF 25 PSF OR LESS MAY BE BUILT ON 1000 PSF BEARING SOIL W/O ADDITIONAL ENGINEERING. MINIMUM FOOTING DEPTH IS THE LOCAL FROST DEPTH.

12. THE ROOF PANELS SHALL HAVE A SLOPE BETWEEN 0.25″ AND 1″ PER FOOT.

13. ALL STEEL SHALL BE GALVANIZED ASTM A-653 G90, A123 G45 OR A153 B-3, PAINTED ASTM A755 OR USE AN APPROVED COATING COMPLYING WITH IBC SECTION 2203.2. PAINT INSIDE OF ALL EMBEDDED POSTS FROM THE BOTTOM TO 12″ ABOVE GRADE. WHERE ALUMINUM IS IN CONTACT WITH DISSIMILAR METALS (OTHER THAN STAINLESS, ALUMINIZED OR GALVANIZED STEEL) OR ABSORBENT BUILDING MATERIALS, LIKELY TO BE CONTINUOUSLY OR INTERMITTENTLY WET, THE FAYING SURFACE’S SHALL BE PAINTED OR OTHERWISE SEPARATED IN ACCORDANCE WITH THE ALUMINUM DESIGN MANUAL PART 1-A SECTION 6.7.1.

14. WIND VELOCITY AND GROUND SNOW/LIVE LOAD ARE IDENTIFIED IN ALL OF THE RELEVANT TABLES. ROOF SNOW LOADS HAVE BEEN DETERMINED IN ACCORDANCE WITH ASCE7-05 SECTION 7.3. CT=1.2, 1=1.0, CE=1.0 (ALL EXPOSURES EXCEPT B AND C WHEN LOCATED TIGHT AMONG CONIFERS)

  • GROUND SNOW LOAD APPLIED ROOF LOAD
  • 10PSF 10PSF LIVE OR GROUND SNOW
  • 20PSF 20PSF LIVE OR GROUND SNOW
  • 25 PSF 21PSF DESIGN ROOF SNOW LOAD
  • 30PSF 25.2 PSF DESIGN ROOF SNOW LOAD
  • 40PSF 33.6PSF DESIGN ROOF SNOW LOAD
  • 60PSF 50.4PSF DESIGN ROOF SNOW LOAD

WIND SPEEDS IN THE 2009 IBC ARE “3 SECOND GUST WIND SPEED.” ALL STRUCTURES DESCRIBED IN THIS REPORT ARE DESIGNED USING PRESSURES CALCULATED FROM “3 SECOND GUST WIND SPEEDS”. FOR ATTACHED STRUCTURES THE MAXIMUM MEAN ROOF HEIGHT OF THE EXISTING STRUCTURE IS 30′. KZT WAS ASSUMED AS 1.0 FOR ALL WIND LOADS. SITE LOCATIONS REQUIRING HIGHER AND HIGHER KZT VALUES (ISOLATED HILLS, RIDGES, ESCARPMENT) WILL REQUIRE HIGHER WIND LOADS AS PER ASCE7-05 SECTION 6.5.7 AND ARE OUTSIDE THE SCOPE OF THIS REPORT.

NOTE:
EXPOSURE B: SHALL APPLY WHEN THE GROUND SURFACE ROUGHNESS CATEGORY B (URBAN AND SUBURBAN AREAS, WOODED AREAS, OR OTHER TERRAIN W/NUMEROUS CLOSELY SPACED OBSTRUCTIONS HAVING THE SIZE OF A SINGLE FAMILY DWELLING OR LARGER) PREVAILS IN THE UPWIND DIRECTION FOR A DISTANCE OF AT LEAST 1500FT,
EXPOSURE C: SHALL APPLY WHEN EXPOSURE B AND D (SMOOTH MUD FLATS, SALT FLATS, UNBROKEN ICE AND OTHER) DO NOT.

SEISMIC LOADING:
MAXIMUM SS=150% SHOWN IN 2009 IBC FIGURE 1613.5(1)
S1 NOT APPLICABLE TO THESE STRUCTURES
SITE CLASS= D