50 Ocean Breeze LETTER 01.15.1993 (Grossberg) roof pitch � ®® NADEEM ZEBOUNI, P.E.
'/ Tel: (904) 285-9890
AmmiEnrmr
..n■mmir Fax: (904) 285-1002
January 15, 1993
Mr. Mike Grossberg
11th Street_& Seminole Road
Atlantic Beach, _Florida 32233
Subject Ref: Roof Pitch_Evaluation
Dear Mr. Grossberg_ ;_
For a 39'-0" overalllength of a common pitched roof
configuration, a 3.7' pitch verses a 6.0' pitch was
investigated. The main difference between the two roof
configurations is as follows:
1) The slope of the 3.7'pitch roof is equivalent to 2.3:12
and the 6.0' pitch roof is equivalent to 3.7: 12. A
recommended timber truss depth/span ratio for a pitched
roof is 1/6. For a 2'-0" overhang, at both ends, the span
under consideration is 35' so the depth/span ratio for the
3.7' pitched roof is only 1/9.5 while that of the 6.0'
pitch roof is approximately 1/6 as recommended.
2) Obviously, the storage capacity of the 6.0' pitch roof is
approximately 607 more than that of the 3.7' pitch roof.
3) It is difficult to properly ventilate the 3.7' pitch roof.
Improper ventilation will cause deterioration of the roof
framing or truss members as well as the roof sheathing.
This in turn will result in a shorter life span of the
felt and roof shingles.
4) Providing proper batt or blown insulation is practically
impossible for the 3.7' pitch roof while maintaining
proper ventilation at the same time.
Based on past experience and the information presented in
this 1- ter, , t is my opinion that the 6.0' pitch roof
confi: atio, is more desirable. If you have any questions or
ifI ' a be .f any further assistance, please let me know.
nc.r-ly,
(114
adeem G. 'ebouni '.E.
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200 EXECUTIVE WAY, SUITE 216 • PONTE VEDRA BEACH, FLORIDA 32082
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4. I.
16' 047.112x4 SD PINE /2 N T R N TT Y T MFR
601 O(lif 2>4 SD. PINE // M TC X{OC l-R 0.29 6.39 11.95 17.50 23.05 2b.61 34 If
NESS 234 SD PINE 43
BC X-LOC L-R 0.29 9.17 17.50 25.83 34.71
Alt
SEE ORN8SPLATES ARE 3 130 0 1607CENTE71160�f)FORT T YP.ImIEPLATE LOCATION DESS 07HFANISE ETAILS.
PROVIDE UPLIFT CONNECTIONS Al BEARINGS AS INDICATED.
IR I F I • 9300 930/
GANDER 1/4' Al MIDSPAN BETNEEN BEARIWS. BAG LOC 0' 0• 35' 0'
WITT, BASED ON 10.0 PSF TOTAL DEAD LOAD WINO
ALL V..4, 01311) SPLICES OCC11,111NG l7F1wEEN SPEED-110 NPH. LEAN NEiI-f 5.0 F7. Enclosed, mac)
4f PANELPPINIS ARE 70 RE LOCATED AT APPEIOIIHIN LY
12 NOTE: 211 13 IFN-FIR OR BETTER CONTIM10115 LATERAL BorrowV
1!4 t} PANEL LENGTH FAfIM VAM_I PONT IMI THIN 17'1 AND
S (3 LL MOI OCCUR IN PANELS NEXT TO A PANEL POINT SPLICE, CHORD BRACING t 24' MAX. O.C. REDUIRFO. ATTACH WITH
2-16d NAILS. BRACING IS MOI REWIRED IF A RIGID CEILING
IS ATTACHED OIRECII'V TO BO11114 CHORD BRACING MATERIAL
TO N SUPPLIED AND ATTACHED AT BOTH ENDS 10 A SUIIABL£
SLPPORI BY ERECTION CONTRACTOR.
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5X5
3X6 3X6
1 .5X4 2.5X4 2.5X4
1.5X4
2X9(AI) `rAlli _Aid&\4111,000„
2X9(A1)
2.5X4 5X8 2.5X4 -
2-0-0 17-6-0
F•. -- __IL 17-6-0 J2_o, o
4
35-0-0 OVER 2 SUPPORT;
R=17810 Y= 3.50'
R=1781/ W. 3.50'
PEI. TPP -ALPINE = SEON-- 37578 FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR _ REV 15.6.5 SCALE - 0.1075
,IIF SK 11 THIS ENTS, PREPARED FROM CS/WRITER INPUT IL0A05 6 DIMENSIONS) SLNBNIITTED DY TRUSS MFR
P' CHM] 276 50 PINE I2
IC X-LCC L-R. 0.29 5.82 12.16 17.50 22 84 28.16 34.71
I'll OOfD 234 S0. PILE II Dense
WEBS 234 SO. PTFE /3 6C X-LOC L-R 0.29 6.62 12.16 17.50 22.84 28.18 34.71
1L PLATES ARE CEN1E/7Ep ON JOINT U►LESS OTHERWISE INDICATED. PROVIDE UPLIFT CONNECTIONS AT BEARINGS AS INDICATED,
EE DMUS. 130 6 IfO/160A-F FOR TYP. PLATE LOCATION DETAILS. UPLIFT : 940f 940f
AMBER BEARINGS.Al NRWPMN BETWEEN BEARIS• BAG LOC' 0' 0' 35' 0'
UPLIFT BASET)OH 10.0 PSF 101AL DEAD LOAD. WIND
SPEED-110 NPH_ MEAN H67-15.0 Fl. Enclosed. !SBC)
NOTE 214 f3 FEN-FIR OR BETTER CONTINUOUS LATERAL BOTTOM
CHORD BRACING C 24' MAX. D.C. REWIRED. ATTACH WITH
2-16d MAILS. BRACING IS Nf01 REWIRED IF A RIGID CEILING
15 ATTACHED DIRECTLY TO BOTTOM CHORD. BRACING MATERIAL
TO BE SUPPLIED AND ATTACHED A7 ODIN ENDS 70 A SUITABLE
SUPPORT BY ERECTION CONTRACTOR.
•
3. 7 Pir44/
2.5X4 6X6
2.5X4 2.5X4 2.5X4
3X5(Ai) 1, 11111 11111111
..... 11 nnicadaine...._3X5 (A4)
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1 .5X3 2.5X4 5X8 2.5X4 1.5X3
3X5!VI) 3X5 (A4)
2_0-0 17-6-0 17-6-0 2-0-0
-1 •
35-0-0 OVER 2 SUPPORTS
R I3BFt I= 3.50"
R=1700/ N= 3.50•
1YP.-ALPIN[ SIEON-- 37577 FURNISH A COPY OF THIS DESIGN 10 ERECTION CONTRACTOR REV 15.0.5 SCALE = 0.1875
A.
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