HomeMy WebLinkAboutRoofing Project ManualA24-17MI STRUCTURAL ENGIblEERING PROFESSIONALS, INC.
Struaw-al, Aft.7thanical (;' Ciz 17
ROOFING
PROJECT MANUAL
For
Aquanique Condominium Association
2,700 N. Hwy AlA
Fort Pierce FL 34949
Prepared by:
David T. Colston, P.E.
FL Reg 55501
751 Northlake Boulevard, SLdte 2C v North Palm Beach, Florida 33408
Office (561) 844-4060 + Facsimile (561)44-1001
inniv.struc-engineers.com
Page I of 36
AQUANQUE CONDO ROOFING
~~~~~~----- S�n~ ENGINEERINGPROFESSIONALS,INC.
RUCTURAL
TABLE OF CONTENTS
PROJECTOVERVIEW: ................................................................................................................................................... 3
SCOPEOF WORK: ........................................................................................................................................................... 5
BASELINE PROJECT: .--.—_._''.—...---.---_—_--'__—_—.-----_----''----.'-----
Flat Roof : (Soprema �orch Down over Lig-lit weigybt)
----'------'--------------'----
__
PARAPET WALL OPTION:
-----~—'----------------'----------'---'--'----''
LOCATION: ....................................................................................................................................................................... 7
WINDLOADS: ................................................................................................................................................................... 8
PRODUCT __._____.._______.______________._________._------_—_.X
ENGINEERINGINSPECTIONS: ....................'....'''...'................................................'...................'.............'.....'..'��
ENGINEERINGAPPROVALS: ........................................................................................................................................ .
GENERAL REQUIREMENTS —'_''--.---.---_----_--_'------'-_.---------_--_---_..9
ofRequirements --.------_--''—_--_-_—.-----._—'_---_----__--_'—_'-9
ReusewfDocuments / Ownership: ................................................................................................................................ 9
AdministrativeResponsibilities ..........'...........'...'......................................................'.................'.................................'
Permits, Fees, and Notices ............................................................................................................................................ lO
Substitutions.................................................................................................................................................................. D
,Submittals ...................................................................................................................................................................... I
��mb��z��n/StmQ�qg��rmu---_-_--'_--_-_----------_---._'---__---'-------ll
Utilities........................................................................................................................................................................... ll
Public Construction Inspections: ................................................................................................................... ............ l2
STUCCOREPAIR: ........................................................................................................................................................... l2
Preparation ______.________.__.___.__________._____________—__--.--.—'l2
l%
CwnmmmtP�m�y�mg(0toocw).---.----_—.--.---_----_----.-----'---'---------------_
ROOFWARRANTY ............................................................................................................ ----.-----............... l3
MANUFACTURER'S SPECIFICATIONS _______________._____.____--.----_--'—_—.l4
ROOFING DE TAILS . —.--_----__-36
^
75uNorudakeBoulevard, Suite uc ^ North Palm eeari,Florida 3u400
Office (561) 8444060 ^ }acsiofle (561) 844-100
AQoANuQUECONDO ROOFING
STRUCTUiRAL ENGiNEERING PROFESSIONALS. INC.
—y 41-tic:turnr`. 4%4 clzallical & Ch,il Di` ineerin Con-sidtivits
PROJECT OVERVIEW:
This project is to replace.the entire roofing system for the Aquaiiique Condominium Association
building at the subject address. The current roofing system is a BUR system which is failing due to
several reasons. Radiographic (Nuclear) moisture surveys have shown the vast majoriq, of the
roofing system to be wet. Decent repairs to the NE coder of building also revealed the roof to be
soaked. Plow long the roof has been wet is net known.
Referring to the attached figure, the baseline replacen-i6it system will be a Sopreina / Nemo Torch
Down system over llghtwelglit concrete. ' The eciuiiiinent room and other raised roofs Avill also be
a torch down system.
Penthouse Particulars: `.There are six (6) penthouse (PH) 'units that have access to their own
recreational areas of the roof and they currently have concrete pavers. pour of the PIS decks have
hot tubs. It is anticipated that the other two Ply owners will ills€all hot tubs in the future, so plans
are to provide a built-up curb for all six PH hot tubs. The actual area of payers for each PH is
gyDroxiilaately 700 SFT Crr_roQ11zl�..4 2^40 §P totaT) The new roofing system provides for PH
owners having mud set pavers of their choice installed in those areas, over the lightweight concrete.
Also. in the areas of hot tubs. we will pour standard 2500 nsi concrete as a base and raised curb.
Privacy Fencing: Approximately 120 ft of privacy fencing and gating will need to be replaced.
Although not verified, it has been reported that the existing fence posts are recessed into the
structural deck. Please Note this is a POST TENSION deck. so extreme care must be taken before
anv 17enetrations are made into the deck. GPR examination will be reauired unless the new
penetration is exactly the same as the existing
ParapetWalls: The baseline project will not include the parapet walls, BUT we are asking for
optional pricing to include the parapet walls. The baseline intent is to extend the new roofing
system 8" up on the parapet walls with riglets and turn bars. The option will be to cover the
parapet wads with a modified system up and over the caps, terminating on the outside edge of the'
cap.
751 Northlake Boulevard, Suite 2C # Nordi Palm Beach, Florida 33408
Office (561) 84 4060 f Facsimile (561) 8441--1001
www.struc-engmeers.com
AQUANIQUE CONDO ROOFING
Page 3 of 36
STRUcruRAL. ENGANEERING PROFESSIONALS, INC.
751 Nord-dake Boulevard, Suite 2C North Palm Beach Florida 33408
Office (561) 844-4060 o Facsimile (561) 844-1001
wm%r.struc-engjneers.com.
AQUANIQUE CONDO ROOFING
Page 4 of36
1 STRUCTURAL EE RIN PROFESSIONALS, INC.
---� of?•r►i:frr?fa?: 1�i.�C!?f?r►[i:!??^�.?i'►r L i%►!.'tr►?i,� �_t�l►; i'ff fil%(f.?
SCOPE GF WORK:
The scope of work to be perf'orined under the tei rms of f:his s ecitication includes furnishing all
materials, labor, services, utilities, permit fees, supervision, tools and equipment required or
incide.ltaI to the removal, replacement and repair of the rool=ing system. Tate work :will include but IS
not iserit�-.t4 tn tsar? fi}lintal-tc e1,usalelzts: i
EA.SE~✓TNE PROJECT:
i=•lat Roof : (Soni•erna Torch Dowi1 ove.i- ..irtiht iveiaht)
Net Flat Area is 147581 SFT less 1815 S?<T = 121766 S17
• Remove existing, BUR �Vste-m entirely, includ' inb perimeter flashingin
s, a/c stands, curbs, hor
tugs with curbs, fencing, and PH pavers.
• 'Notify Engineer to inspect deck surface prior to installation of the roof systen•1.
• Repair any spalled concrete TAW with specifications for concrete repair contained herein.
• Scarify deck to a CPS 4 - 6 roughness or to atianufhet€ rer°s specIFled roughness.
.p Acconiplish mechanical / electrical upgrades. This will include new goose necks,
replacement / extensions for a/c copper- lines, Miami Dade approved a/c curbs, mechanical
and electrical for hot. tubs, etc.
• Form and pour new concrete pedestals / curbs for the hot tubs (.40 w/c ratio Sika 2l 1 bag
mix)
• Ensure concrete deck. is cleaned and smooth, free of depressions, waves, or projections and
that deck surfaces are completely dry .prior to installation of the new roof system. Engineer
will give approval for placement of the new system. in accordance with this and
manufacture's specification.
IN AREAS NOT TO HAVE PAVERS:
• Prime with Elastocol 500
• Torch a Sopralene 180 SP 3.5.
• your new I.,WIC (350 psi). New deck shall have'.%" slope to existing drain locations
• Install a Sopralene 180 PS in Colphy E1', (Fully Adhered Systent) y
• Torch a Sopralene 180
• Torch a Sopralene 180 FR GR
IN AREAS TO HAVE PANELS:
• Sarne as Above, but Use "Col_Uhene" in lieu of Sopralene r 1
• Install pavers TBD. Min 12 x 12 x l ", embedded into dry -set Portland cernet,t
tom`
lAW ANSI A 118.1.
• Current plan is to use the old concrete pavers. PH Owners may at their expense upgrade to a
new grouted paver system. SubmittalRequired. 10
751 Northlake Boulevard, Suite 2C + North Palm Oeach, Florida 33408
Office (561) 844-4060 + Facsimile (561) 844-1001
evww.struc-engulteers.com
AQUANIQUI: CONDO ROOFING
Page 5 of 36
1
STRUCTURAL ENGINEEMNG PROFESSIONALS, INC.
"'° �T ""trutttlrrrl. ,1'[i�lnrllt�ril C* iC fi l 11illt''1''�t6 i_�t?/7 tlitflilf
• Fumish &L .install now lead flashing for plumbing stacks prin-ied and flashed into new roofing
system.
• Furnish and install new retro tit drains and lead all drains, flashed into new roofing system.
• All metal flashings to be 304 Stainless steel.
• Furnish and install new .040 aluminum all purpose vents, printed and #lashed into new
• hoof hatches and eclilipirieprt roof door crabs to be stripped and flashed new.
• Furnish and instal l new .40 aluminum scuppers, primed and flashed into new roofing system.
PRIVACY
FENCING 3
�- * - Remove and replace 160 LF T of privacy fencingwith like.
• Submittal Reou.lred Indicating Fencing Wind Load Capability
• Because of FT deck, new post to be embedded in already existing hole (cleaned of old grout)
with Sonopost Epoxy Grout or Equivalent.
IT
CT TUBS
• Existing loot tubs will be removed and reinstalled.
New 2500 psi curbs / mounting pads, same outside dimchsiotls as old, will be poured from
the structural deck to a height 10" above the new finished system, solid inside the perimeter.
• Surface and sides to be covered with Alsan down to term bat:' on curb.
• Mechanical and Electrical to be brought to new Code where practical. (Only new hot tubs
must meet current Code).
• New Hot tubs (if requested by PH Owner will require submittal)
Ea iror rent Room / PH Towers / E &r. W Stair Towers: (Sor rerna Torch Down)
• Remove roofing systems on the equipment room, PH stair towers, PTA stair towers and East
and West stair towers.
• Ensure concrete deck is cleaned and smooth, free of depressions, waves, or projections and
that deck surfaces are completely dry prior to installation of the new roof system. Engineer -
will give approval for placement of the new systein in accordance with this and
manufacttur•e"s specification.
• Prime with Elastocol 500
• 'Porch a Sopralene 180
• Torch a Sopralen.e 190 Fly GR
751 Northlake Boulevard, Suite 2C t North Palm Beach, Florida 33408
Office (561) 8441-4060 + Facsimile (561) 844-1001
www.struc-engineers.com
AQUANIQUE CONDO ROOFING
Page 6 of36
1 STRUCTURAL ENGINEERING PROFESSIONALS, INC.
Sfr-rrciurrzl, -fechanical & Civil Eitc-ineering Qlnsidf. nt:
a
PARAPET WALL OPTION:
(2020 SFT)
The option to include the parapet wall in the project will include most of above steps, except the
following:
• AccompIish any concrete repairs as directed by the Engineer to the parapet wall... Engineer
to provide ICRI concrete spec if needed.
• Waterproof top cap with urethane membrane (Allan or Equivalent) prior to modified.
• Sopralene flam 180 and Sopralene '180 FR GR will continue up the parapet wall and over the
top, terminating on the outside edge of the parapet wall cap. NRCA Term Bar Detail
• Mid level term bar to 24" up the wall. (See Soprema Detail)
Clean and remove all roofing debris and construction materials from the site per this
specification.
LOCATION:
The subject project is:
Aquanique Condominium Association, Inc.
2700 N. Hwy AIA
Fort Pierce FL 34949
751 Northlake Boulevard, Suite 2C ♦ North Palm Beach, Florida 33408
Office (561) 844-4060 ♦ Facsimile (561) 844-1001
www.struc-engineers.com
AQUANIQUE CONDO ROOFING
Page 7 of36
! .— ----- MUD SET TILE SEALED
TIE IN ALSQN RS
230/FLEECE/230 /'C❑LPHENE FLAM 180
FRGR
�,
S❑PRALENE 180 FRGR -- \ ;`� �--- C❑LPHENE FLAM 180
II C❑LPHENE 180 PS
S❑PRALENE FLAM 180 ---- z `�ti �` %/
,
S❑PRALENE 180 PS—��QLPLY EF ADHESIVE
►
--- \ /-
2
NEW LWIC
�\
S❑PRALENE 180 SP 3.5..
VAP❑R BARRIER/TEMPR❑❑F
\` C❑NCRETE DECK
I
SEAL
APPROVED BY:
PROJECT. AQUANIQUE OCEAN CLUB CONDOMINIUM
TITLE: ROOFING_ SYSTEM
DAVID CO_STO.N, P.E. — ] j�, l i : ! ..,.1ir1L i=.f`v • ., I ; i1,js rt.! ` �. DRAWN TG DATE: DWG. N0.
FLREG#55501 j't;i,iFFwIC r�%:i�.?I`;i._.
--� CHECKED DC
l
DATE: .cNasz, SCALE NTSI 7-20-21 SK-1
tf -- P.L.R e1T1.. Saifa _G 1-o .: (see) 34 -aWO
ltnrh Pda Ba�e�. P �aeao I
!
SFIEET •I OF
1
STRUCTURAL ENGINEERING PROFESSIONALS, INC.
ilk _
- �I1'lf��flfJ'lll, :�rlu�:�1c7111i.'i7I is{(_(i�li 1_Tl`�'llfe't'1'Illk� L��ll�lf�f(l1ff�
WIND LOADS:
Wind loadswere calculated using MecaWind v 2386 and In Accordance with FBC 2020, 7`i' Edition,
ASCE 7-16: (See attached)
Basic Wind Speed — Vult = 170 mph
Exposure Category- Category D
Maximum Roof Pressures:
Zone l: -92 PSF
Zone 2: -135 PSF
Zone 3: -.188 PSF
PRODUCT APPROVALS:
FL 28136-R2
ENGINEERING INSPECTIONS:
A. During on site engineering inspections, the engineer shall review any work underway, regarding
work locations, methods, property protection, installation issues, owner concerns, or any other
items as appropriate.
B. The Engineer is to be provided with an inspection request at least 48 hours prior to the needed
inspection.
C. DECK INSPECTION: The engineer shall inspect and approve the structural integrity of the
roofing deck and the finished surface preparation prior to installation of new roofing materials.
D. INSTALLATION APPROVAL: The engineer shall inspect all areas prior to membrane or
other roofing material placement and give approval, as required, for all membrane placements on
prepared surfaces. The engineer shall inspect all prep work, including pitch pans, a/c stands,
curbs, vent stacks, conduit, etc.
E. PLACEMENT OF NEW ROOFING: The engineer will monitor and inspect roofing
installation in progress to insure compliance with the manufacture's specification, this
specification and the Florida Building Codes.
F. FINAL: The engineer shall inspect and approve, as required, the completion of all repairs, and
finished product placements, including any correction -or punch list items for each work area as (�1
appropriate.
751 Northlake Boulevard, Suite 2C ♦ North Palm Beach, Florida 33408
Office (561) 844-4060 ♦ Facsimile (561) 8441001
www.struc-enpineers.com
AQUANIQUE CONDO ROOTING I
Page 3 of 36
Dat : Jul 20, 20_21
Wind Load Standard = ASC:E 7-16 Exposure CaEegory
= D
Wind Design Speed = 170.0 mph Risk Category -
II
5tructLire' Type = Building Buildi.nq Type
= Enclosed
1'ncl LF = Include RSD Loall Fact0': of 0.6 in P_essI_r
= Trur
D(,,n,Tvpe = Dvnamic T:Ue of Structure
= Ri id
NF
= Natural Frequency. ,f Structure (Mode. 1)
= 1.000 Hz
'g
-Altitude (Ground Elevation) above. Sea Level
= iJ.000 _t
Bdist.
= Base Elevation oI Structure
= 1).000 ft.
SDB
= Simple Diaphragm Building
= Fa1se.
Reacs
= Show the Base React:ions in t'lie outtnit
= FaIsa-
MWFRSType
= HWFf?S Methop Selected
= Ch 3? Pt 1
Topo
= Topographic Feature
= None
K' t.
= Topcgra;jhic Factor
- i-00 i
Rr•,)I:Typ,•Building Roof Type = Fl• t x.fllt RcVof Height
= 1+5t.J:?J ft
s�
SGilding 'Kidth = 162.000 ft L Isui.2-ding Length
= 108 . 6,70 .ft
Par
Is 1-here a Parapet = True Pitt Wright of Parapet
= 4.0n(i It.
Pot
Fa_awtPut +siL ,+ _ ..c ).ici Y-GCYi c;�lapet .int Press
= +/-i).00
Alpha:
Tablo 26.11-1 Const -II .50G Zg: 'fable 26.11-1 Const
= 700.000 ft
At.:
Table 26.11-1 Coast = 0.087 Bt. : Table 26.11-1 Const
= 1.070
Am:
Table 26.11-1 Const = 0.iii Bm: Table=6.].1-1 Const
= 0.a00
C:
Table 26.11-1 Const - 0.150 Eps: Table 26.11-1 Const
= 0.125
St.d
-- Ov__hanas on all .. _:_les are: the same
-- Trae
OHType
= Tvpe of Roof iall Inteaec•tions
-
OH
= Overhang of Roof Be_+ond +la11
= 0.000 f.[.
I.
= Mean Roof Height abovY arade
_ 162.000 ft
Kh
= 15'ft i4.572 m]< Z < Zq-->i2.0_a(Liz9)''(2%alpha) (Table 26.i0-?,-
1.558,
K---- L
= Topographic Facitor is 1 sJ.nce no Topographic feaLure Specified
= 1.000
Kd
= Wind Directionality Factor per Table 26.6-1
= 0.85
Zg
= Elevation above Gel Level
- 0,000 ft
Ne
_ Ground Elevation Factor: Ke = e^-(O.0000362'"Zq,) (Table 26.9-11
= 1.000
GCPi
= Ref Table 26.1.3-1 for: Enclosed Buildinq
i-t
= Roof Area
1.7604.51 sq ft
LF
- Lo id Facto_- bas-nd upon ASD Design.
0.60
_lh
= (0.00256 .. Kh ' K2t .. Kai I Lfe I G" 2) - LF
- 58.80 psf
q1n
= For Negattive Internal Pressure of Enclosed Buil(:L.i.na use. qh*'L`'
_ 58.80 p.:.i
p
- 'cr- PuSitiVe Internal Pressure of Enclose<J Building use gh"i,F
= 58.80 ps<
GI
For Rigid Structures (Nat. Freq.>1 Hz) use 0.85
- 0.8�
Zm
= 0... A. Et
= 97._00 ft
[2m
= Cc ''' (33 / Zm) 0.167
= 0.125
Lzm
= L (Zm / 33) Epsilon
= 743.973
Q
_ (1 ! ((-1 + 0.63 ((R + Ht) / Lzm)"0.63))^0.5
= 0.866-
'2
- 1��1 �k. # t' �i
= [�-, 5 (t1+:.7 t,_„ 3-.*Q)/('I+1..7*;.-�1zm})
= 0.e73
.
G
= Lessor Of GI Or 32
= 0.8,So
n
= I+iean Roof Height Of Bui.iding
= 162.000 ft
hp
= Height to the top of the Parapet
= 166.000 ft,
RHt.
= Ridge height_ Of Roof
= 162.000 ft
3
- Horizontal Dimension Of Building Normal. To ?Find Direction
= 108.670 ft
L
= Horizontal Dimension Of building Parall.e.l. To Wind Direction
= l.62.000 ft
L./B
= Ratio Of L/B used For Cp dater=rination
= 1.491.
h/L
= Ratio Of h/L used Lor Cp determination
= 1.000
r
SlOpB =Slop= of Roof
= 0.0 Dt:•_
0H_Bg.t_-Y -• ,Overhang Bottom --1- (Wi ndwarci Face Only)
= 0.8, 0.
R%.,.)f = "Roof Coeff (0 r.0 h/•) 0.000 ft to 81.000 f.t)
_. ..0.1$, -1.04
Roo = Roof Coaff (h/2 to h) (51.000 ft to 162.000 ft)
Roc, f - Rooi Coeff (rl to 2h) (l0'_.000 %t to 162.000 ft)
- -O.lfi, -0.
"Includes Reduction Factor 0.8 For roof area, applied To :_p=-1.3 For h/ L>=1
F, (0 To 1)/2)
Cp Wrr1 = Windward Wall Coefficient. (All L/B values)
= 0.80
Cp LW = Leward Wall Coefficient. using L/B
= -0.40
Cp_SW = Side mall Coefficient (All L/S values)
= -0.70
GCpn_'.K)iJ = Parapet Combined Neat Pressure Coefficient. (Windward Parapet)
= 1.50
GCpn_LN' = Parapet Combined Net Pressure Coefficient (Leeward Parapet)
= -1.00
Press Press Pr=s.s Press
Pressur-*
i =t psf psi psf psf psf
------ ----- ----- --------------------------- ------ ------
psi
---=-----
166.00 1.565 1.000 59.05 Parapc•:t 88.57-59.05 -39.99 147.62 9.60
1621.00 1..558 1.000 5s.30 0.18 29.40-.30.67 -45.57 60.07
9.u0
Ele% Kz K--t c(:. Pi Windward Leeward S,ide Total
Mi.rinlua:
Pies_ Pros_ 1=[e..: L; Vr._ss
2re__;ur.-
f±. psf psf psr psf psf
psf
iu6.0G 1.565 1.000 59.05 Pa Caper 83.57-59.0`_ -31 4.99 147.62
9.60
163.00 1.55.3 1.000 58.60 -•0.18 50.57 -9.50-::4.40 60.07
t'.60
Notee. ,Mill Pees-5]res:
„� = Velocity Press Exp Coetf Kz1. = Topographical Factor
= 0.00256Kz*Kzt*Ad*V^2 GCPi = Internal Press
Coefficient
Side _ qh * G '" Cp. Set gil*) '` a•GCPi Windward _ qz * G *• Cp_WW
- qip * +GCP1
Leeward = qh * G * C'p LW - qip '" A•GCPi Total _ Windward Press
- Leeward Press
Windward Parapet = qz*GCpn W3P! Leeward ParaFiet = c12-.'I'GCpn_L'sti
Minimum Pressure: Para 27.1.5 no le.zs than 9.50 psf (=nr1 LF) applied
to 4:alls
= Pressures Acting TCVARn Surface _ Pressures Acting Alk' from
Surf_^e,
Roof Var. Start End _min C*_1r,ax GCPi Press,.,ro Pressure Pressure Pressure
Dist Dist 16'n mint Pp_min* Pn ma:_ Pp n1:_x
ft ft psf usf psf psf
OH Bot -Y N/A N!A 0.800 0.800 0.000 39.95 39.98 39.98 39.?8
Roof (r,1.1.) 0.,000 81.000-0.1.80-1..040 0.1.80 1.59 -19.58 -41.39 -62.56
Find (All) 81.000 162.000 -0.180 -0.700 0.180 1.59 19.53 -24.40 -45.57
Froot (All) 16=.000 1.62.000-0.1.80-0.700 0.180 1.59 -19.58 -24.40 -45.57
Notes" Rnof Pressures:
._part Gist = Stari. �'isr fr•oni rr:i.ndward Edge End Dist: = End D.is't from rlin.-_wal.. edge
Cp Max = Largest Coefficient b-lagnitude Cp Min - Smallest Coefficr.ant Magw.tude
Pp
_pax = ch*G*Cp_max - gin'(+G(.Pi) Pn_max = qh GICp max - qin*(-GC)-,i)
Pp --min, qh*G*C_o_min - qip*(+GCPi) PP -_min* = qh''G^Cr_min - qin'"(-GCPi1
OH =. Overhang X = Di..r along Ridcfe Y = Dir PerAendcular to Ridge Z = :vertical
* The smaller uplift pressures due to G'p_Min can become critical when wand is combined
with roof live load or snow load; load combinations are given in ASCE 7
+ Pressures ducting TOWARD SUrfalCe - Pressures Acting AWAY from Surface
h = Mean Roof Height Of Building = .162.000 ft
hp = Height to the top of the Parapet = i66.000 ft
FHt - Ridge Height Of Roof = 162.000 ft
B = Horizontal Dimension Of Su.i.l.d).ng .C1oranal To .find Direction = 162.000 ft
C, = Horizontal Dimension Of building Parallel. To W)nd Direction = 103.670 fir.
L/B = Ratio Of L/B used For Cp determination = 0.671
h/L = Ratio Of h/L used For Cp det'ermination
Slope = Slope of Roof = 0.0 Den
OH Bot -.. = Overhang Bottom -a (Wi.ndward Face Only) = 0.8, 0.8
Roof - = 'x"x'Roof. Coeff (0 to h/2) (0.000 ft to 81.000 ft) =-0.1:$, -'L.04
Proof = Roof Coeff (h/2 to h) (81.000 ft to 108.670 ft) = -0.18, -0.7
**Includes Reduction Factor 0.8 For roof area, applied To Cp=-1.3 For h/L>=1. S (0 To 1-1/2)
Cj�_ww
= Windward Wall Coefficient (All L/B Values)
= 0.80
Cp_LW
= Leward Wall Coefficient using L/B
= -0.50
CpjW
= Side Wall Coefficient (All L/B values)
_ -0.70
GCpn_WW = Parapet Combined Net Pressure Coefficient (Windward Parapet)
= 1.50
GCpn_LW = Parapet Combined Net Pressure Coefficient (Leeward Parapet)
_ -1.00
Elev Kz Kzt_ qz GCPi Windward Leeward
Side Total
Minimum
Press Press
Press Press
Pressure*
ft psf psf psf
------ ----- ----- ------------
psf psf
psf
---------------
166.00 1.565 1.000 59.05 Parapet 88.57 -59.05
------ ------
-34.99 147.62
---------
9.60
i c2 nn 1.558 1.00n s. en n i o a. nn -a:: c7
-45 57
Elev Kz Kzt qz GCPi Windward Leeward
Side Total
Minimum
Press Press
Press Press Pressure*
ft psf psf psf
------ ----- ----- ---------------------------
psf psf
------ ---------------
psf
IG6.00 1.565 1.000 59.05 ,Parapet 88.57 -59.05
-34.99 147.62
9.60
162.00 1.558 1.000 58.80 -0.18 50.57 -14.41
-24.40 64.97
9.60
Notes Wall Pressures:
Kz = Velocity Press Exp Coeff Kzt =
Topographical Factor
qz = 0.00256*Kz*Kzt*Kd*V^2 GCPi =
Interna.l Press Coefficient
Side = qh * G * Cb SW - qip '* +GCPi. Windward =
qz * G * Cp_WW - qip * +GCPi
Leeward = qh * G '' Cp_LW - qip * +GCPi Total =
Windward Press - Leeward Press
Windward Parapet = qz*GCpn_WW Leeward Parapet = gz*GCpn_LW
* Minimum Pressure: Para 27.1.5 no less than 9.60 psf
(Intl LF) applied
to Walls
+ P_essures Acting TOWARD Surface - Pressures
Acting AWAY from
Surface
Roof Var Start End Cp min Cp_max GCPi Pressure
Pressure Pressure
Pressure
Dist Dist Pn min*
Pp Pn rnax
Pp_max
ft ft psf
-min*
psf osf
psf
---------- ------------- ------ ------ -------------
OH_Bot_-X N/A N/A 0.800 0.800 0.000 39.98
----------------
39.98 39.98
--------
39.98
Roof (All) 0.000 81.000 -0.180 -1.040 0.180 1.59
-19.58 -41.39
-62.56
Roof (All) 81.000 108.670 -0.180 -0.700 0.180 1.59
-19.58---4.40
-45.57
Notes Roof Pressures:
Start Dist = Start Dist from Windward Edge End Dist =
End Dist from Windward
Edge
Cp_t•Iax = Lamest Coefficient Magn.i.tude Cn._Min =
Smallest Coefficient
Magnitude
Pp_max = qh*G*Cz: max - qip*(+GCPi) Pn_mar_
qh*G*CQ max - qin*(-GCpi)
pc min* = qh*G*Cp_min - qip*(+GCPi) Pn_min* =
qh*G*Cp min - qin*(-GCPi)
OH = overhang X = Dir along Ridge Y = Dir Perpendcu.lar. to Ridge Z =
Vertical
The smaller uplift pressures due to C Mi.n can become critical when wind is combined
with roof live load or snow load; load combinations
are given in ASCE
7
+ Pressures Acting TOWARD Surface - Pressures
Acting AWAY from
Surface
Theta
= Slope of.Roof
=
0.0 Deg
h
= Bean Roof Height- above grade
=
162.000 ft
Fh
= 15 ft [4.572 m]< Z <Zg-->(2.01*(Z/zg)^(2/A.lpha)
(Table 26.10-1)=
1.558
Kzt
= Topographic Factor is 1 since no Topographic feature
specified =
1.000
Kd
='Wind Directionality Factor per Table 26.6-1
=
0.85
GCPi
= Ref Table 26.13-1 for Enclosed Building
=
+/-0.18
,
LF
= Load Factor based upon ASD Design
=
0.60
r
qh
= (0.00256 * Kh * Kzt * Kd * Ke ' V^2) * LF
=
59.80 psf
LHD
= Least Horizontal Dimension: Min(B, L)
=
108.6'/0 ft
al
= Min(0.1 * LHD, 0.4 * h
=
10.867 f_'
a
= Max(al., 0.04 * LEID, 3 ft [0.9 ml)
=
10.867 ft
Description Zone Width
Span
Length
ft ft
ft
Zone, 1' 1' 1.000
1.000
Zane
1 OH iaH 1..000
1.000
Zone 1'_OH I120H 1.000
1.000
scription Zone Elev Width Span 1/3 Area
Ref GCp
GCp
Length Rule
=ig Max.
Min
I'.t
-----------
ft ±t ft sq .it
---- ------ ----- ------ ----
Lene 1
-----
1 162.00 1.000 1.000 No 1.00
------ -----
?0.5-1 0.000
------
-1.400
�•�.1 2
2 162.00 1.000 1.000 No 1.00
30.5-1 ki.i00
-211.:1100
Sone 3
3 162.00 1.000 1.000 No I-00
30.5-1 0.000
-2.300
Z ?ne
= 162.00 1.000 1.000 No 1 .OU
30 . 6-1 0. ;'00
-0. 900
5
5 162.00 1.000 1.000 Ho 1.00
3"). 6-1 0.900
Description
Zone qi. 1_:ar: <�ol'h P_�VjW P ;JiJ P '3tlt
E'_Gth P_Ma'
P_Hin
Max Mir, M_,z
Min
ft
psf psf psf psf psf ps.f
psf psf
psi
Zone 1
1 58.80 58.80 58.80 0.00 0.00 10.58
-92.90 10.58
-^2.91)
'on= 2
2 58.80 58.80 58.80 0.00 0.00 10.5S
-145.82 10.58
-145.8'
Z:v?e '.
3 52.SO Se -SO 58-80 0.00 0.00 10-50
-145.82 10.58
-145.82
Se7ne. 4
+i 58.90 `d.?0 5e":-80 63.50 -63.50 6 .:0
-c3.50 IG3.5CI
-6.3.`•0
Zone 5
5 58.80 58.80 5.8.80 63.50 - _.42 5
__ .....,
_� =r,
16.4 53.__
,
-11v.4_
_ :p
= ,e-1-1-: and Flat Roofs (Slop , < 10 Deft) U5:? Fig .30.56-1.
_ _er Fig 30.5-1. :'IOI:•".: G R,-,of Slapes >= 10 E•1i=-i i7-z..J Fiy
30.7- 2P�/ Ec and
_.
Ji
= qh for Encl.os_.'d nuil.aings
q_w-w
= qz for Windward walls
q-oil-,
= qh for Leeward walls, Sidi: walls and hoofs
P 4@ J
= Press on Wind -ward Ltialls: q_;,jw * GCp - qi. � (T/-GCpi)
[Eqn 30.5-11
F_^Oth
Press on Leeward/ Side/Roof: q_oth * GCp - • -4. * (•I-/-GCpi.)
[Eqn 30.5-1]
2 Max
= Max Positive Pressure on C&C component: Max (P WW,
P Oth)
P Min
= Max negative pressure on C&C component: Min (P WN,
P Oth)
Per
Para 30.2.=' the Minirnunt PrirsSUre for C.&C .is ?.6i) ps,
[0.•160 ';Pa] (Znr:lUdes LF)
hp
= Elevation of top of P:.irapet above arade: Rilt•I-Pht
=
166.0 ft
= Toraugrapn?c FactDr is: 1 since no 'Topographic feature
spec-ified =
1.VOCI
Kd
- p)ind Directionality Factor oar. Table-216.6-1
=
0.
_
- Internal Pressure for I'araper_: Solid
=
0.00
Tr
= Load Factor based upon ASD Design
U. 610
P.:.
= 15 ft [A.572 m]< Z <Zg --= (2.01' (Zr'3g) ^ (2./Alpha)
(Table 26.10-1 ]-
1.5C•5
c!1
= (0.00256 * Kz. y Kzt Ed * V^2 * 1) K LF
_
59.05 psf
Description
Zor,= K.idth Span Araa 113 Roof GCp1 GCpi-
P"1- P2
Pri t.
Rltl= Fig
ft
-----------
ft it ft
---- ----- -----
p 5 f psf
os f
;ne " F
----- ---- ------- ----- ------
41 P 1.000 1.000 1.000 tto 30.3-2A 0.900 -2.300
----- -------
93.14-135.81
----_-
1: 8.
Zone
S P 1..000 1.000 1.000 No 30.3-2A 0.900 -2.300
43.14-135.81
1.88.96
GCu
- External P1-6s-7n..._ :,...._. _._;er+ •. + =,ven r, ,* i ; s?,.r--
_. ...-i' rhrough 30.3-7
p
- Wind Pressure: qp* (GCp - C,,_.pi) [Eqn 30.9-1]
.one
- 4 P (Edges) --% Wall Zone = 4 and Roof Zone
= 2
_ .5 P (Corners) Wall. Zone 5 and Roof Zone
- 3
GCp1 &
PI = GCp and pressure for Windward size of Upwind Parapet (Load Case
A.)
GCp lased upon Positive Wail Pressure
GCp_' &
P2 - GCp and pressure for Leeward size of Upwind Parapet. (Load Case
A)
GCp based upon MPclat.'ive roof Pressure
Prl2t
=stet wind pressure on Parapet: -Lp*(GCp1 - GCF2)
Description Zone Width Span Area 1/3 Roof GCp3 GCp4 P3 P4 Pna--t
Rule Fig
ft ft ft ft psf psf psf
Zone, 4_P
4_P 1.000 1.000 1.000 No 30.3-2A 0.900 -0.900 5-7.14 -53.14
106.29
2o:le 5 P
5 P 1.000 1.000 1.000 No 30.3-2A 0.900 -1.800 53.14-106.29
159.43
GCp
= External Pressure. Coefficients Laken from Figures 30.3-1 through
30.3-7
p
= Wind Pressure: qp*(GCp - GCpi) [F.qn 30.9-1]
Zone
= 4_P (Edges) --> Wall Zone = 3 and Roof Zone = 2
= 5 P (Corners) --> IWall Zone = 5 and Roof Zone = 3
GCpi &
P3 = GCp and pressure for Windward size of Downwind Parapet (LC A)
GCp based upon Positive Wall Pressure
GCp4 &
P4 = GCp and pressure for Leeward size of Downwind Parapet (LC S)
GCp based upon Negative Wall Pressure
Pnet
= Net wind pressure on Parapet: P3 - P4
h
= Mean Roof rieight above grade =
ab2.000 it
Kh
= 15 ft [4.572 m]< Z <'La-->(2.01*(Z/zg)•'(2/Alpha) (Table 26.10-11=
1.553
Kzt
= Topographic Factor is 1 since no Topographic_ feature specified =
1.000
Kt(
_ Wind Directionality Factor,per Table 26.6-1 =
0.85
GCPi
= Rcf'Table 26.13-1 for Enclosed Euildinu_ _
-,/-0.18
LF
= Load Factor based upon ASD Design =
0.60
qh
= (0.00256 * Kh * Kzt'* Kd * Ke * V^2) * LF =
58.80 psf
Description Zone Width Span Area 1/3 Ref GCpi GCp GCp p p
Length Rule Fig i-/- Max Min Max Min
ft ft ft sq ft psr psf
----------- ---- ----- ------ ----- ----------- ---- ----- ------ ---- -------
Zone 2 off 2_OH 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -2.300 9.60-135.24
Zone 3-OP 3 O[i 1.000 1.000 1.00 No 30.3-2A 0.00 0.000 -3.200 9.60 '-183.16
n OFI = 'Lone # on Overhang with Zero Internal Pressure (GCPi = 0)
Area = Span Length x Effective Width
1/3 Rule _ Effective width need not be less than 1/3 of the span length(
p = Wind Pressure: q(-i*(GCp - GCpi)*LF [Eqn 30.3-1]*
* Per Para 30.2.2 the Minimum Pressure for. C&C is 9.60 psf [0.460 kPa) (Includes LF)
Values of GCp for overhangs include contributions from both upper and lower surfaces.