| Date |
Text |
| 2012-08-01 22:23:35 | BUILDING PLAN REVIEW |
| | *******DENIED******* |
| | ROBERT BROWN (561) 805 6652 |
| | E-MAIL: [email protected] |
| | |
| | FBC = FLORIDA BUILDING CODE 2010 |
| | FBC*= FLORIDA BUILD'G CODE (CITY AMEND) |
| | F.S.= FLORIDA (STATE) STATUTE |
| | |
| | ***PLEASE ADDRESS THE COMMENTS FROM THE 7/25/12 REVIEW |
| | BY SAMANTHA HILL. SPECIFICALLY TO ADDRESS THE COMMENT |
| | REGARDING THE STRUCTURAL ANALYSIS OF THE PRIMARY BEAM |
| | MEMBERS PLEASE ALSO RESPOND TO THE FOLLOWING: |
| | |
| | 1) FBC 2002.4 LOADS. |
| | THE SUBMITTED CALCULATIONS FROM SUNCOAST ARCHITECTURE & |
| | ENGINEERING: |
| | (A) THE WIND PRESSURES UNDER "WIND ZONE CORRECTED FOR |
| | ASD & 18/14 SCREEN" ARE SHOWN AS BEING EXPRESSED IN |
| | PSI, SHOULD THAT BE PSF? |
| | (B) THE CALCULATIONS DO NOT STATE WHAT THE UNITS OF |
| | MEASURE ARE USED TO EXPRESS THE BENDING MOMENT IN THE |
| | BEAMS. FOR EXAMPLE, FOR THE "CENTER MANSARD SPAN", THE |
| | "MOMENT DUE TO VERTICAL PRESSURE" IS STATED AS 10,091. |
| | IS THAT MOMENT OF 10,091 BEING EXPRESSED IN FT-LBS OR |
| | KIPS? |
| | (C) WHAT ARE THE VALUES USED IN THE EQUATION W L ^2 / |
| | 12 THAT GIVE THE MOMENT OF 10.091? |
| | (D) THE "TOTAL OF ALL MANSARD MOMENTS" SEEMS TO HAVE |
| | BEEN CALCULATED BY SUMMING THE MOMENTS ON THE "WINDWARD |
| | MANSARD LEG", THE "CENTER MANSARD SPAN", AND THE |
| | "LEEWARD MANSARD LEG". THE "MOMENT DUE TO HORIZONTAL |
| | LEEWARD PRESSURE" ON THE "LEEWARD MANSARD LEG" HAS BEEN |
| | SUBTRACTED FROM THE OTHER MOMENTS. BECAUSE IT HAS BEEN |
| | SUBTRACTED, THIS IS MUST HAVE BEEN CONSIDERED A |
| | "NEGATIVE" BENDING MOMENT. HOWEVER THE MAXIMUM VALUE OF |
| | THAT NEGATIVE MOMENT DOES NOT OCCUR AT THE SAME SECTION |
| | OF THE BEAM AS ANY OF THE OTHER MOMENTS. IN FACT THE |
| | FIVE BENDING MOMENTS, THAT HAVE BEEN SUMMED IN ORDER TO |
| | ARRIVE AT THE "TOTAL OF ALL MANSARD MOMENTS" ,WILL |
| | OCCUR AT FIVE DIFFERENT PLACES ALONG THE BEAM. PLEASE |
| | EXPLAIN THE APPROACH USED TO DETERMINE THE MAXIMUM |
| | MOMENT. THIIS REQUEST IS ALSO RELATED TO (E) BELOW. |
| | (E) THERE IS NO POST OR OTHER ELEMENT PROVIDING |
| | VERTICAL SUPPORT TO THE TOP OF THE MANSARD, YET WHEN |
| | CALCULATING THE MOOMENT DUE TO VERTICAL PRESSURE THE |
| | BEAM SPAN HAS NOT BEEN TAKEN AS 29 FEET 7 INCHES WHICH |
| | IS THE DISTANCE BETWEEN THE POST AND THE STRUCTURAL |
| | GUTTER ON THE HOUSE. THE ADOPTED APPRAOCH IS NOT A |
| | TYPICAL METHOD OF ANALYZING THE BENDING MOMENT ON THE |
| | BEAM. PLEASE EXPLAIN THE APPROACH USED. THIS COMMENT IS |
| | ALSO RELATED TO (D) ABOVE. |
| | (F) LOOKING AT THE "COMPRESSION IN THE MANSARD BEAM", |
| | WHAT ARE THE VALUES USED IN THE EQUATION (WALL AREA X |
| | HORIZONTAL PRESSURE)/2 THAT GIVE A COMPRESSION OF 1,057 |
| | LBS? |
| | (G) THE MANSARD BEAM DEFLECTION IS STATED AS 0.05. THIS |
| | MUST BE ASSUMED TO BE EXPRESSED IN INCHES SINCE IT IS |
| | BEING COMPARED TO AN "ALLOWABLE DEFLECTION" OF 2.02. |
| | PLEASE STATE WHAT DEFLECTION EQUATION AND VALUES ARE |
| | USED TO ARRIVE AT A MANSARD BEAM DEFLECTION OF JUST |
| | 0.05 INCHES. |
| | |
| | **QUOTE PERMIT# ON ALL CORRESPONDENCE** |
| | |
| | END OF REVIEW COMMENTS |
| | THE CODE REFERENCES GIVE ADDITIONAL INFO |
| | TELEPHONE: (561) 805 6652 ROBERT BROWN |
| | E-MAIL: [email protected] |
