14-908-002v 3/4" PVC - 80 CONDUIT RUN DOWN
TO INVERTER ATTACHED TO EAST
WALL OF HOME, NEXT TO METER
JUNCTION BOX 6 "X S" X S" PVC
RATED NEMA 311 ALL WEATHER
inim
SCALE: 1 /411= 11 -01'
SOLAR MOUNT
DETAIL 1 - PV PANELS AND CORRESPONDING RAIL MOUNT
Ali
-
2'
r/ I
I I
I
2'
APPROXIMATE LOCATION (EVERY 2 FEET)
OF EXISTING 2" X 6" WOOD JOISTS
SUPPORTING EXISTING ROOF STRUCTURE
L - FOOTS SECURE RAIL TO THE FLAT TILE
MOUNT, AT 24" OFF CENTER - ALIGNED
WITH EXISTING ROOF JOISTS -SEE DETAILS
MID CLAMPS PLACED BETWEEN TWO
MODULES SECURE PV MODULES TO
SOLAR MOUNT RAIL -SEE DETAIL42
END CLAMPS SECURE PV MODULES
TO RAIL- PLACED AT TOP AND
BOTTOM MODULES - SEE DETAILIQ
I I I I CONTINUOUS SOLAR MOUNT RAILS -
3 PER EACH ROW OF PV MODULES -
SEE DETAILS
I �
IF
r- EXISTING WOOD ROOF EDGES
2' A 2'
A .. • ' tl
/8 -16 X 3/,
X HEAD BOL
3/8 -16
FLANGE NUT
L FOOT
SOLAR MOUNT
RAIL
-BOLT
JGC_1
CLI P
)LAR MOUNT
RAIL
DESIGN LOADS:
LIVE LOAD:
NO LIVE LOADS ARE TO BE USED SINCE SOLAR MODULES ARE NOT
TO BE WALKED ON, CELL DAMAGE MAY OCCUR
WIND LOAD
TO BE IN ACCORDANCE WITH ASCE 7 -05 FOR A BASIC WIND SPEED
OF 175 MPH WITH A 3 -SEC WIND GUST FOR EXPOSURE CONDITION
C
OTHER NOTES:
THE SOLAR PANELS ARE TO BE FIXED TO THE ROOF MOUNT RAILS
USING OTHER SOLARMOUNT PV MOUNTING HARDWARE AS SUPPLIED
BY SNAPRACK
THE ROOF MOUNT RAILS TO BE USED AND TO BE FIXED TO THE
ROOF RAFTERS USING 2" ALUMINUM SERRATED
L -FOOT AS SHOWN IN ROOF MOUNT DETAILS.
INSTALL ALL ROOF MOUNT HARDWARE /COMPONENTS IN STRICT
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS AND APPROVED SHOP DRAWINGS AS PUBLISHED
IN SNAPRACKS'S SERIES 100 ROOF MOUNT CODE - -COMPLIANT
INSTALLATION MANUAL
ENSURE THAT FIXINGS DO NOT IMPEDE ROOF DRAINAGE.
ENSURE THAT ROOF PENETRATIONS ARE WATERPROOFED IN LINE
WITH FLORIDA DADE COUNTY REQUIREMENTS
DETAIL 3 - CONNECTION OF CLAMPS T BOLT TO RAIL, DETAIL 4 - CONNEQTION OF FLASHING CONE�T0 ROOF
DETAIL 2 - END CMP I AND MID CLAMP CONNECTIONS TO RAIL
_ - AND CONNECTION OF RAIL TO L FOOT --����.-M�_
pwh: Windward wall pressure acting uniformly outward = ph -pl = 30.22 psf
pw0: Windward wall pressure acting uniformly outward = pO -pl = 30.22 psf
MWFRS -Wall Pressures for Wind Normal to 59 ft wall
L/B = 0.57
ph: Net Pressure at top of wall (windward + leeward) = 47.73 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 47.73 psf
ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf
pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.14 psf
pwh: Windward wall pressure acting uniformly outward = ph -pl = 29.59 psf
pw0: Windward wall pressure acting uniformly outward = p0 -pl = 29.59 psf
See Fig 27.6 -2 for
Parapet wind Roof Pressures
pressures See Table 27.6 -2
C,rtea.n roof ht.
ph
tJVl+n
Wall Pressures h
See Table 27.6.1
Plan
Elevation
Net Wind Pressures on Roof (Table 27,6 -2):
Exposure Adjustment Factor = 1.214
Zone Load Casel Load Case2
psf psf
- - -- - --
1 .00 .00
2 .00 .00
3 -43.76 .00
4 -39.06 .00
5 -32.01 .00
Note: A value of 10' indicates that the zone /load case is not applicable.
0
word h t Slt
Gabled Roof
Roof Overhang Loads (Figure 27.6 -3):
Load Case 1:
Povhl: Overhang pressure for zone 1
Povh3: Overhang pressure for zone 3
Load Case 2:
Povhl: Overhang pressure for zone 1
Povh3: Overhang pressure for zone 3
k6of e4ge ores turd Frotra'tttPpi
0oe' t r,3 alibi
I)l or p,
WIrI
aws�1J
.00 psf
-32.82 psf
.00 psf
.00 psf
ar-3' J a 3., -2 _ 3
11,0, tat I I 1
f I 1 I
S�Yowt 1 !
! 2; 1 12 21 1 ;2
i
I J a- 3 i 2 'i 3 -2 -r.
P
Walls iiirr.Ill � Gable Roof 7 9` = 45
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based Upon ASD Design, with a Load Factor of .6
Width of Pressure coefficient zone "a" = 3.35 ft
Description Width Span Area Zone Max Minn Max P Min P
ft ft ft^2 GCp GCp psf pof
-----------------------------------------------------------
Zone 1 1.00 1.00 1.0 1 0.50 -0.90 29.66 -47.11
Zone 2 1.00 1.00 1.0 2 0.50 - 1.70 29.66 -82.00
Zone 3 1.00 1.00 1.0 3 0.50 -2.60 29.66 - 121.25
Zone 4 1.00 1,00 1.0 4 1.00 -1.10 51.47 -55.83
Zone 5 1.00 1.00 1.0 5 1.00 -1.40 51.47 -68.91
Zone 2H 1.00 1.00 1.0 211 0.50 -2.20 21.81 -95.95
Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 21.81 - 161.38
Khcc:Comp. & Clad. Table 6 -3 Case :L 1.03
Qhcc:.00256 *V^2 *Khcc *Kht *Kd = 43.62 psf
6
6,25 �-- 0 _ 11
1-,68 - 0 a 045 y ry
1. _F 5.3
12,1.0 RACKING OF CHOICE �+►
NOT INCLUDED -%�____ 6
t I
{{
BAS T l b.75 `-- -�
ST(1fEM 71 r7 \ ''
--1 Ci---� - 1,49 1
2.19 A
9.5 ( T 4
FLASHING CONE 1TEM 5)
COUNTER FLASHING (ITEM 6) -
.032
SUBFLASHING (ITEM 4)
ITEM NO.
MECAWind Version 2.1.0.7 per ASGE 7 -10
QTY.
Developed by 14ECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com
1
HE( BOLT, 5/16" X 3/4 ', GRADE 8
1
Date 7/10/2014 Project NO.
2
Company Name TEC Designed By
1
Address Description 6301 SW 57 DR.
3
City Customer Name KERR
4
State Proj Location SOUTTI MIAMI
4
File Location: Z: \TABIO ENGINEERING CORP \ELEMENT DESIGN AND DEVELOPMENT \07 - KERR RESIDENCE \WIND
1
CALCULATIONS,wnd
5
Directional Procedure Simplified Diaphragrm Building (Ch 27 Part 2)
1
All shown are based upon ASD Design, with a Load Factor of .6
6
.pressures
Basic Wind Speed(V) - 175.00 mph
1
Structural Category = II Exposure Category _ D
7
Natural Frequency = N/A Flexible Structure = No
1
Importance Factor = 1.00 Kd Directional Factor = 0.90
8
Damping Ratio (beta) _ 0.01
1
Alpha = 11.50 Zg = 700.00 ft
9
At = 0.09 Bt - 1.07
1
Am - 0.11 Bm = 0.80
10
Cc - 0.15 1 = 650.00 £t
1
Epsilon = 0.13 Zmin - 7.00 ft
11
Slope of Roof = 2,53 : 12 Slope of Roof(Theta) = 12,36 Deg
1
Ht: Mean Roof Ht = 13.00 ft Type of Roof = Cabled
"Atplil,.AYA"a cbprme"Ity. I
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A MVSLk V,STB�jI�I "IE ,'911{,IFfAlN9�Gl S➢L C�.Wk:.a C, §pq�^&BglfEl�
RHt: Ridge Ht - 15.00 ft Eht: Eave Height = 11.00 ft
�
OH: Roof Overhang at Eave= 1.50 ft Roof Area = 2205.00 ft"
2
Bldg Length Along Ridge = 59.00 ft Bldg Width Across Ridge= 33.50 ft
(.
Gust Factor Category I Rigid Structures - Simplified Method
Gustl: For Rigid Structures (Nat. Freq.al Hz) use 0.85 = 0.85
Gust Factor Category II Rigid Structures - Complete Analysis
Zm: 0.6 *Ht = 7.80 ft
lzm: Cc *(33 /Zm) "0.167 = 0.19
Lzm: 1 *(Zm /33 )Epsilon = 542,76 ft
Q: (1/(1 +0.63 *((B +Ht) /Lzm) °0.63))0.5 = 0.94
Gust2: 0. 925*(( 1+ 1.7 *lzm *3.4 *Q) /(1 +1.7 *3.4 *lzm)) - 0.90
Gust Factor Summary
Not a Flexible Structure use the Lessor of Gustl or Gust2 - 0.85
Table 26.11 -1 Internal Pressure Coefficients for Buildings, GCpi
GCPi Internal Pressure Coefficient = +/ -0.18
Topographic Adjustment
0.33 *z - 4.29
Kzt (0.33 *z): Topographic factor at elevation 0.33 *z = 1.00
Vtopo: Adjust V per Para 27.5.2: V * [Kzt(0.33 *zW0.5 = 175.00 mph
Net Wind Pressures on Walls (Table 27.6 -1)
Wall Pressures do not include effect of internal pressure
MWFRS -Wall Pressures for Wind Normal to 33.5 ft wall
L/B = 1.76
ph: Net Pressure at top of wall (windward + leeward) = 42.94 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 42.94 psf
ps: Side wall pressure acting uniformly outward = .62 * ph = 26.46 psf
_
pl: Leeward wall pressure acting uniformly outward = .3 * ph = 12.72 psf
Ali
-
2'
r/ I
I I
I
2'
APPROXIMATE LOCATION (EVERY 2 FEET)
OF EXISTING 2" X 6" WOOD JOISTS
SUPPORTING EXISTING ROOF STRUCTURE
L - FOOTS SECURE RAIL TO THE FLAT TILE
MOUNT, AT 24" OFF CENTER - ALIGNED
WITH EXISTING ROOF JOISTS -SEE DETAILS
MID CLAMPS PLACED BETWEEN TWO
MODULES SECURE PV MODULES TO
SOLAR MOUNT RAIL -SEE DETAIL42
END CLAMPS SECURE PV MODULES
TO RAIL- PLACED AT TOP AND
BOTTOM MODULES - SEE DETAILIQ
I I I I CONTINUOUS SOLAR MOUNT RAILS -
3 PER EACH ROW OF PV MODULES -
SEE DETAILS
I �
IF
r- EXISTING WOOD ROOF EDGES
2' A 2'
A .. • ' tl
/8 -16 X 3/,
X HEAD BOL
3/8 -16
FLANGE NUT
L FOOT
SOLAR MOUNT
RAIL
-BOLT
JGC_1
CLI P
)LAR MOUNT
RAIL
DESIGN LOADS:
LIVE LOAD:
NO LIVE LOADS ARE TO BE USED SINCE SOLAR MODULES ARE NOT
TO BE WALKED ON, CELL DAMAGE MAY OCCUR
WIND LOAD
TO BE IN ACCORDANCE WITH ASCE 7 -05 FOR A BASIC WIND SPEED
OF 175 MPH WITH A 3 -SEC WIND GUST FOR EXPOSURE CONDITION
C
OTHER NOTES:
THE SOLAR PANELS ARE TO BE FIXED TO THE ROOF MOUNT RAILS
USING OTHER SOLARMOUNT PV MOUNTING HARDWARE AS SUPPLIED
BY SNAPRACK
THE ROOF MOUNT RAILS TO BE USED AND TO BE FIXED TO THE
ROOF RAFTERS USING 2" ALUMINUM SERRATED
L -FOOT AS SHOWN IN ROOF MOUNT DETAILS.
INSTALL ALL ROOF MOUNT HARDWARE /COMPONENTS IN STRICT
ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS AND APPROVED SHOP DRAWINGS AS PUBLISHED
IN SNAPRACKS'S SERIES 100 ROOF MOUNT CODE - -COMPLIANT
INSTALLATION MANUAL
ENSURE THAT FIXINGS DO NOT IMPEDE ROOF DRAINAGE.
ENSURE THAT ROOF PENETRATIONS ARE WATERPROOFED IN LINE
WITH FLORIDA DADE COUNTY REQUIREMENTS
DETAIL 3 - CONNECTION OF CLAMPS T BOLT TO RAIL, DETAIL 4 - CONNEQTION OF FLASHING CONE�T0 ROOF
DETAIL 2 - END CMP I AND MID CLAMP CONNECTIONS TO RAIL
_ - AND CONNECTION OF RAIL TO L FOOT --����.-M�_
pwh: Windward wall pressure acting uniformly outward = ph -pl = 30.22 psf
pw0: Windward wall pressure acting uniformly outward = pO -pl = 30.22 psf
MWFRS -Wall Pressures for Wind Normal to 59 ft wall
L/B = 0.57
ph: Net Pressure at top of wall (windward + leeward) = 47.73 psf
p0: Net Pressure at bottom of wall (windward + leeward) = 47.73 psf
ps: Side wall pressure acting uniformly outward = .54 * ph = 25.77 psf
pl: Leeward wall pressure acting uniformly outward = .38 * ph= 18.14 psf
pwh: Windward wall pressure acting uniformly outward = ph -pl = 29.59 psf
pw0: Windward wall pressure acting uniformly outward = p0 -pl = 29.59 psf
See Fig 27.6 -2 for
Parapet wind Roof Pressures
pressures See Table 27.6 -2
C,rtea.n roof ht.
ph
tJVl+n
Wall Pressures h
See Table 27.6.1
Plan
Elevation
Net Wind Pressures on Roof (Table 27,6 -2):
Exposure Adjustment Factor = 1.214
Zone Load Casel Load Case2
psf psf
- - -- - --
1 .00 .00
2 .00 .00
3 -43.76 .00
4 -39.06 .00
5 -32.01 .00
Note: A value of 10' indicates that the zone /load case is not applicable.
0
word h t Slt
Gabled Roof
Roof Overhang Loads (Figure 27.6 -3):
Load Case 1:
Povhl: Overhang pressure for zone 1
Povh3: Overhang pressure for zone 3
Load Case 2:
Povhl: Overhang pressure for zone 1
Povh3: Overhang pressure for zone 3
k6of e4ge ores turd Frotra'tttPpi
0oe' t r,3 alibi
I)l or p,
WIrI
aws�1J
.00 psf
-32.82 psf
.00 psf
.00 psf
ar-3' J a 3., -2 _ 3
11,0, tat I I 1
f I 1 I
S�Yowt 1 !
! 2; 1 12 21 1 ;2
i
I J a- 3 i 2 'i 3 -2 -r.
P
Walls iiirr.Ill � Gable Roof 7 9` = 45
Wind Pressure on Components and Cladding (Ch 30 Part 1)
All pressures shown are based Upon ASD Design, with a Load Factor of .6
Width of Pressure coefficient zone "a" = 3.35 ft
Description Width Span Area Zone Max Minn Max P Min P
ft ft ft^2 GCp GCp psf pof
-----------------------------------------------------------
Zone 1 1.00 1.00 1.0 1 0.50 -0.90 29.66 -47.11
Zone 2 1.00 1.00 1.0 2 0.50 - 1.70 29.66 -82.00
Zone 3 1.00 1.00 1.0 3 0.50 -2.60 29.66 - 121.25
Zone 4 1.00 1,00 1.0 4 1.00 -1.10 51.47 -55.83
Zone 5 1.00 1.00 1.0 5 1.00 -1.40 51.47 -68.91
Zone 2H 1.00 1.00 1.0 211 0.50 -2.20 21.81 -95.95
Zone 3H 1.00 1.00 1.0 3H 0.50 -3.70 21.81 - 161.38
Khcc:Comp. & Clad. Table 6 -3 Case :L 1.03
Qhcc:.00256 *V^2 *Khcc *Kht *Kd = 43.62 psf
6
6,25 �-- 0 _ 11
1-,68 - 0 a 045 y ry
1. _F 5.3
12,1.0 RACKING OF CHOICE �+►
NOT INCLUDED -%�____ 6
t I
{{
BAS T l b.75 `-- -�
ST(1fEM 71 r7 \ ''
--1 Ci---� - 1,49 1
2.19 A
9.5 ( T 4
FLASHING CONE 1TEM 5)
COUNTER FLASHING (ITEM 6) -
.032
SUBFLASHING (ITEM 4)
ITEM NO.
DESCRIPTION
QTY.
P(
1
HE( BOLT, 5/16" X 3/4 ', GRADE 8
1
CI
2
BASE PLATE, SPECIALTY FLAT TILE
1
Al
3
LAS, SCREW, HEX HEAD, 114') 1 -1 /2 "' ZINC
4
4.! )
Cl)
4
SUB FLASHING, SPECIALTY FLAT TILE, 9,6'X 10"X.032', 3003, MILL
1
5
FLASHING, SPECIALTY FLAT TILE, .032" THICK, 3W3 AL, MILL
1
--
6
EPDM RUBBER COUNTER FLASHING
1
111!
7
POST 1.25" OD X 5,5" MILL
1
8
SEALING WASHER, 5/16'X 1 -114', EPDM BONDED 18-855
1
0_
9
WASHER, FENDER, 511.6" X 1 ", 18 -8 SS
1
C7 (n U
10
WASHER, SPLIT -LICK 5/16", 18-5 SS
1
oM
11
HEX BOLT, 5/16" X "1", 18 -8 SS
1
Tou
RA
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T W C
THRI
KERR RESIDENCE
SOLAR PANEL ATTACHMENT
HOUSE DIMENSIONS:
Length := 59ft
Width 33.5ft
cave := 11ft
roof 2.6 to 12
slope:
from wind calculations, wind pressure a 3.35ft
coefficient:
Component and cladding pressures
zone := -47.1 1psf
zone2:= - 82.00psf
zone3 := - 121.2`psf
panels are located in zones 2 and 3, so wind zone 3 applies
solar panel dimensions:
panel L := 5.511
length:
panel Bp := 3.3ft
width:
panel q F ' p L •B p = 18.15ft2
- -
area:
Uplift Pu := A -zone3 = - 2200,6881bf
pressure:
panel weight W = 471bf
net uplift : U:= WP - Pu = 2247.688Ibf
number of anchors n:= 6
tension load per anchor tbolt := = 374.6151bf
)ST & TOP FLASHING AVAILABLE IN MILL,
EAR ANODIZED, AND BRONZE
,EAR FINISHES.
Quick Mount PV�
IQI FTM.- SPECIALTY
FLAT TILE MOUNT
ssanlp�vnsssac1lrEC: SIZE [DRAWN BY, PWJ REV
xtscHtS ARE WINICHr ____ e9
&LNCEo DATE .. 5130 2 2 22 2
PL4trE LIEGne1AC *_112 ,.,...:..,. .,,..,....,. ...w.., .,....,,4_.: -.�..
EPLACFDEICINAL tors SCALE.TA V+'WHT,T.987 tWIET IpF
bolt diameter d:= 1 in
4
2
Solt area Abolt := a. d = 0.0003 ft
4
bolt type STAINLESS STEEL ASTM A -304
Ultimate stress: Fu := 90000psi
alowable tension stress: Ft := 0.33 Fu = 29700 psi
allowable tension load: Tallow:= Abolt Ft = 1457,8951bf
shear analysis: panel is to be placed on a roof with a slope of 1:12
a:= atan(12) = 4.76-deg
&= Lp• sin(a) = 0.457 ft
Shear Ashear := H•Bp = 1.507 ft2
area
Shear vbolt := zone2•Ashear = - 123.597 lbf
force:
Fv := 0.17-Fu = 15300 psi
vallow := Abolt-Fv = 751.037 Ill
r
GI1 1 Gat }tf `11 w. �bo J Pw AJII `, .
+x,:A
bolt interaction:
'bolt vbolt = 0.092
Tallow Vatlow
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