HomeMy WebLinkAboutStructural Calculations.pdfStructural Calculations Of Metal Roofing Panel Attachments For The 4J Arena Re-roof 2101 County Road 245 New Castle, Colorado August 26, 2013 Prepared for: Englert, Inc. 1200 Amboy A
venue Perth Amboy, NJ 08862 Prepared by: Forbes Engineering 2908 Cherly Street Fort Collins, CO 80524 Phone: (970) 295·4874
FORBESENGTINEERING CML & STRUCTURAL ENGINEERING August 26, 2013 Mr.1effBarnard Englert Inc. 1221 East 56th Avenue Denver, Colo. 80216 Structural Calculations for Englert Metal Roofing
41 Arena Re-roof 2101 County Road 245 New Castle, Colorado 81647 Mr. Barnard: The following certified calculations are relative to the attachment of the specified metal roof to the building
for the above referenced project. Design parameters (wind upliftfsuction, snow load etc.) for the metal panels must meet or exceed the requirements of the 2009 mc and ASCE 7-05. The
metal roof panels are to be Series 2500, 24 gauge (ga) steel, sixteen inch (16") wide as manufactured by Englert, Inc. At a design wind speed of ninety (90) miles per hour (mph) with
three (3)-second gusts, the ASCE 7-05 wind criteria yields a maximum design wind pressure for the roof of 45.6 pounds per square foot (pst) (uplift in zone 3). Roof panels will be supported
by "Roof Hugger" purlins that will be attached to the existing metal roof and located at each existing roof purlin. Metal roof panel clips are to be attached to the "Roof Hugger" purlins
using #12 screws as outlined below. _ The fixed end of the metal roofing panels shall be attached to a 16 gauge support angle or the existing high purlin with the screws as described
in the report herein to resist the sliding forces. The approximate potential thermal expansion/contraction for each roof surface is as follows; Roof Surface Area Panel Length Max. Expansion/Contracti
on Northside Roof 61.2' I" Southside Roof 87.3' 13/8
Attachment results are as follows: Full Roof Surfaces Panel Type & Width: Panel Fastener (end): Support angle fastener: Fixed end support: Clip Type: Clip Spacing: Clip Fastener: Support
Purlin: Purlin Fastener: Englert Series 2500, 24 Gauge, 16" wide Min. (3) #12-14 DP3 "Concealor" screws at fixed end 1I4-14x1 112" Blazer screws @24" o.c. 16 Gauge steel support angle
or existing purlin Englert Series 2500 FM Floating panel clip Part #05082I105082H (1) One clip at each "Roof Hugger" purlin (60" o.c. max) along panel edges in all zones (1) One clip
at each "Roof Hugger" purlin (33" o.c. max) along south side eave only (2) #12-14 DP3 "Concealor" screws per clip "Roof Hugger" purlin @each existing purlin location 1I4-14xl 112" Blazer
screws spaced@6"0.c. This design is based on the existing supporting superstructure and the existing metal roof having been built to meet or exceed the project specifications. These
calculations do not warranty the existing roof structure. If I can be of further assistance in this matter, or if you have any questions, please call. I can be reached at (970) 295-4874.
Sincerely, FORBESENG~ERING 2
4J ARENA RE -ROOF NEW CASTLE, COLORADO Metal Roof Structural Calculations Table of Contents Roof Plan, dimensions and notes Roof Wind Uplift Zones Design Load Calculations Metal Roof
Panels Allowable Load Calculations Roof Hugger Attachment Check Thermal Expansion/Contraction References Englert Series 2500 UL Listing Englert Series 2500 Panel Preformance Data Englert
Series 2500 Panel Clip Diagrams Fastener "Concealor" Performance Data Blazer Drill Screws Engineering Data Page 1 2 3-4 5-7 8 9
,FORBES ENGINEERING 4J ARENA NEW CASTLE. COLORADO I: . ) . APPROX. LOCATION 1/12 .. OF SKYLIGHTS ~ C:::::::-:-=--====-===~==:=J ~=="" ~ ~=====:JI +1 N @J w +1 ! I =~'~==~'+:;:;:I ------ii,~
lo @J '~" w(.') c ___ ====@JgJ::' -. ~==tQ -~ a: ,------I Z ~-" ] ~ L~==~_-=--=~===:J .. 1/12 1/12 ., : C 'I I! L @T-~--==:J f-I Z « i-~--~-__ -'-J 1/12 ., ROOF PLAN ~ NOT TO SCALE ~
NOTES: JOB # CLIENT: DATE: BY: @J w ~ 1870 ENGLERT 8/26/13 KEF 1. ROOF DIMENSIONS PER SKETCH PLAN AS PROVIDED BY EUROPEAN ROOFING DESIGN. ALL DIMENSIONS & ELEVATIONS ARE APPROXIMATE
AND ARE TO BE VERIFIED WITH APPROVED CONSTRUCTION SET PRIOR TO USING. 2. ROOF ELEVATIONS ARE BASED ON A MAIN LEVEL FINISH FLOOR ELEVATION OF 0'-0". ALL HEIGHTS ARE APPROXIMATE (WITHIN
1 /2 FT). Page 1
4J ARENA NEW CASTLE ROOF SURFACE Least Horizontal Dim = 148' Eave roof height = 16.5' 2 2 CD 3 ROOF ZONES Edge Strip value Use least of a = {0.10}x{148,} = 14.8' a = {0.4}x{16.5'} =
6.6' Use a = 6.6' = 80" 2 3 CD a=80" 2 2 3 Page 2
· 4J ARENA NEW CASTLE, COLORADO GENERAL ROOF CALCULA TlONS WIND LOAD CALCULATIONS GOVERNING CODES: 3-SECOND GUST WIND SPEED: WIND EXPOSURE CA TEGORY: WIND IMPORTANCE FACTOR ROOF RIDGE
H£/GHT MEAN ROOF H£/GHT ROOF TYPE & SLOPE INTERNAL PRESSURE WIND LOAD IBC 2009 & ASCE 7-05 90 MPH (3 SEC GUST) C 1.0 19' 16.5' GABLE @1/12 = 4.8' ENCLOSED BUILDING IBC 2009 section 1609.
1. 1 "determination of wind loads" with reference to ASCE 7. Using ASCE 7-05 section 6.5 Method 2-Analytical Procedure for components & cladding. Constants Topographical factor -Wind
directionality factor -3 Second gust basic wind speed -Wind importance factor -@Mean Roof Height of 16.5' Kzt = 1.00 Kd = 0.85 V = 90 mph Iw = 1.0 (Assumed) (Table 6-4) (Per County Standards)
(Table 6-1, Cat /I Building) Velocity pressure exposure coefficient -Kz = 0.865 (From table 6-3, Exp C, Case 1) From Eq. 6-15 Velocity Pressure qz (psf) 2 = (0.00256)x(Kz)x(Kzt)x(Kd)x(V)
x(iw) 2 = (0.00256)x(0.865)x{1.00)x(0.85)x(90) x(1.0) qz = qh (psf) = 15.25 psf UPPER EAVE @14' MEAN ROOF HT. FOR USE ON BOTH ROOF SURFACES -16.5' (h)Z /I II --~~~4·t8·==~~---RIDGE @19'
12 1 LOWER EAVE @12' Page 3
WIND LOADS ON ROOF PANELS Per ASCE 07-05, Chapter 6, Wind Loads 6.2 Effective Wind Area for cladding fasteners shall nat be greater than the area that is tributary to an individual fastener.
Minimum zone areas (Az) From £q. 6-22 Az (effective wind area) = or < 10 sf for all zones Design Wind Pressure P (pst) = (qz)x(GCp-GCpi) qz = 15.3 psf GCpi = 0.18 (fig. 6-5 enclosed
bldg.) -0.18 GCpl = 0.3 (fig. 6-118) -1.0 GCp2 = 0.3 (fig. 6-118) -1.8 GCp3 = 0.3 (fig. 6-118) -2.8 GRAVITY LOADS From Section 2.3.2 of ASCE 07-05 (Combined Factored Loads) Using Equation
4 Lf (Total Factored Load) PI (pst) P2 (pst) P3 (pst) Lf = 1.2DL+1.6W+L+0.5(L r or SL or R) Where; W (Wind Load) = 0 psf (not a gravity load) L (Live Load) = 20 psf (from Sec 07-41)
DL (Dead Load) = 1 psf SL (Snow Load) = 57 psf (Ground Snow Load) Snow Importance factor = 1.0 Sf (Flat Roof Snow Load) = 40 psf Lf = 1.2(1 )+1.6(0)+20+0.5(40) Lf = 42.2 psf Fp = Lf
(Sin0) = 3.5 psf (parallel to slope) = = = 7.3 (Use min. of 10 psf) -18.1 7.3 (Use min. of 10 pst) -30.3 7.3 (Use min. of 10 psf) -45.6 Note: Roof Live Load not normally concurrent with
Snow load, but done so for higher factor of safety Live Load = 20 pst Snow Load = 40 pst Ft o o = 4.8' Fn = Lf (Cos0) = 42.1 psf (perpendicular to slope) Page 4
CHECK ON ENGLERT SERIES 2500 METAL ROOFING PANELS ROOF COMPOSITION Pre-Finished standing seam metal roofing attached to 16 Gauge Metal "Zee" Roof-Hugger purlins attached to top of existing
steel purlins spaced at 60" (max.) o.c. (Note: The first existing purlin along the south side is spaced at 5'-6", this will be reduced to 33" by the placement of an intermediate Zee.
Panel Gauge: Maximum Panel Width (in.): Panel Rib Depth (in.): Panel Fy (ksi): 24 ga 16" 2 in. 50 (ksi) Panel Support: 2-piece sliding panel clip attached to 16 Ga. Purlins Support Spacing:
60" (max.) Attachment Clip Gauge: 18 ga Published flexural capacity of Englert Series 2500 metal roofing panels: Based upon the attached report and test results from Encon Consultants,
Inc. dated October 5, 2000 Englert Series 2500 (double seam locked) metal roofing panels do meet the requirements of the 2009 UBC and ASCE 7-05. The allowable panel uplift loads, when
determined fram the ultimate test results with a factor of safety of 1.65 are -94.5 psf and -56.7 psf with clip spacings of 30" o.c. and 60" o.c. respectively. Based upon the attached
allowable uniform load tables from Englert, Series 2500 24 gao metal panels can resist uniform gravity laads of 124 psf and 61 psf with panel spans of 30" and 60" respectively. Use Allowable
loads of = 56.7 psf for 60" clip spacing & 94.5 psf for 30" clip spacing Design loads = 18.1 psf (zone 1), 30.3 psf (zone 2) and 45.6 psf (zone 3) Zone 1 (3 span condition with 60" O.C.
clip spacing) Allowable uplift (psf) = 56.7 > P1 = -18.1 (18.1/56.7) = 0.32 Zone 2 (3 span candition with 60" O.C. clip spacing) Allowable uplift (psf) = 56.7 > P2 = -30.3 (30.3/56.7)
= 0.53 Zone 3 (3 span condition with 60" O.C. clip spacing) Allowable uplift (psf) = 56.7 > P3 = -45.6 (45.6/56.7) = 0.80 Use Englert Series 2500 24 gauge 16" wide panels with clips
@60" o.c. (max) for all zones Notes: 1. Clip spacing is 33" O.C. for the the first 66" along the south side eave. 2. Recommended fastener spacing may be reduced depending on screw attachment
values in following sections. Acceptable Acceptable Acceptable Page 5
CHECK ON PANEL CLIP TO METAL ROOF-HUGGER PURLIN Clip Gauge /Thickness (in.): 18 0.0478 in. t1 Clip Fu (ksi): 52 Fu 1 Metal Purlin Gauge /Thickness (in.): 16 0.0598 in. t2 Metal Purlin
Fu (ksi): 52 Fu2 Screw type /Diameter (in.): #12-14 DP3 0.21 in. d Screw head or washer diameter (in.): 0.38 in. dw Pullout value Pnot = (0.85)x(t2)x(d)x(Fu2) Pullover value Pnov = (1.5)x(t1
)x(dw)x(Fu1) Pnot = (0.85)x(0.0598)x(0.21 )x(52000) Pnov = (1.5)x(0.0478)x(0.50)x(52000) Pnot = 555 Ibs Pnov = 1417 Ibs (752 Ibs per "Concealor" Fastener Performance Data Sheet) Pnot
< pnov. so pnot controls Pat = Pnot/(F.S. of 2.25) Pat = 555/2.25 = 246.7 Per Screw Allowable Clip Fastener Load (Ibs) = 2(246.7) = 493.3 Clip loads = (clip spacing)x(panel width)x(design
wind pressure) Clip spacing; Zones 1,2 & 3 = 60" = 5', Panel width = 16" = 1.33' Design Wind Pressure (per design criteria) Zone 1 = 18.1, Zone 2 = 30.3, Zone 3 45.6 Zone 1, (5)x( 1.33)x(
18.1) = 120.4 < 493.3 OK Zone 2, (5)x(1.33)x(30.3) 201.5 < 493.3 '01 OK Zone 3, (5)x( 1.33)x( 45.6) 303.2 < 493.3 vI/OK Use Min. (2) #12-14 DP3 screws at each panel clip spaced at 60"
c.c. maximum in all zones Page 6
SNOW AND PANEL LOADS Note: Calculated Sliding Force neglects any friction forces between panel and clip. Sliding Force (Sf) = Total dead load + live load perpendicular to normal force
acting along length and width af panel. USE FOR 80TH ROOF SURFACES Where; Fp = total live + dead loads parallel Fp = 3.5 (psf) Pw Panel width = 16" = 1.33' PI = Max. Panel length = 87.3'
Sf = (3.5 psf)x(1.33')x(87.3') = 406.4 Ibs Check Screw Shear Metal Roof Panel Gauge /Thickness (in.): Metal Roof Panel Fu (ksi): Support Angle /Thickness (in.): Metal Angle Fu (ksi):
24 52 16 52 to slope of raof 0.0239 in. 0.0398 in. Screw type /Diameter (in.): #12-14 DP3 0.21 in. Pns1 = (2.7)x(t1)x(d)x(Fu1) = (2.7)x(0.0239)x(0.21)x(52000) = 704.7 Ibs Pns2 = (2.7)x(t2)x(d)x(Fu2)
= (2.7)x(0.0398)x(0.21)x(52000) = 1409.3 Ibs Check value (t2/t1) = (0.0359/0.0239) = 1.5 Since (t2/t1) = 1.5, Pns can be interpolated; Pns = 704.7 Ibs per screw Pas = Pns/2.25 = 704.7/2.25
= 313.2/screw Required Screws = Sf/Pas = 112.3/313.2 = 0.36 Use Min. (2) #12-14 DP3 screws @fixed end of metal roof panel t1 Fu1 t2 Fu2 d Page 7
· Roof Hugger Attachment Calc's For 80th Roof Surfaces Max existing purlin spacing = 5'-0" = 60" Fn = 45.6 psf (max uplift in zone 3) Max Tributary area for each fastener At = (60")x(12/2")
= 360 in 2 At = 2.50 ft 2 Max Tributary load for fastener (2) 1/4-14x1 1/2" Blazer Screws per panel gap Lt = (At)x(45.6 psf) = 114 Ibs \ \ /"Roof-Hugger" 16 ga purlin ,..., ----6-.-.+--:---1-6-"-c-+-
-1 +--,,7+---', (Actual depth not shown) \ 6 -I \ \ n "\ \\ --, ---~-9""-..-." "-"'-_. .. ""-""-.,. ..... 1-----1--~ \~------------,2.-------~ E",t'o, mof po",' Existing 16 go purlin
Allowable load per # 12-14 screw Existing Purlin Gauge /Thickness (in.): Metal Purlin Fu (ksi): Screw type /Diameter (in.): 16 52 1/4-14 0.0598 in. 0.25 in. t2 Fu2 d Pullout value Pnot
= (0.85)x(t2)x(d)x(Fu2) Pnot = (0.85)x(0.0598)x(0.25)x(52000) Pnot = 660.8 Ibs, (886 Ibs per product data sheet) 660.8/3 = 220.3 Ibs > 114 Ibs Acceptable Use Min. (1) 11 4-14x 1 1/2"
Blazer screw @6" o,c. Page 8
THERMAL EXPANSION/CONTRACTION Thermal Expansion/Contraction calculation based on surface temperatures of materials due to both solar heat gain and nighttime-shy heat loss. Temperature
Range = -10'F to 170'F Temperature Differential = 180'F (Material Surface) Maximum panel length based on sloped roof surface Attached @ridge ~ Check on longest panel length per roof
surface 12 I Thermal Expansion/Contraction (L.l) = (Cte )x(L.T)x(l)x(12) Where; Cte = Coefficient of Thermal expansion (per degree F) = 0.0000072 L. T = Delta Temperature (degrees F)
= 180 Degrees PI = Horizontal Roof length (H I) /Cos 0 L.l = (0.0000072)x(180)x(P I )x(12) Thermal Expansion/Contraction (P I) Roof Surface Roof Slope (0) Horizontal length (H I) Panel
length (PI) Northside 4.8' 61' 61.2' Southside 4.8' 87' 87.3' Thermal Expansion (L.I) O.95W (1"±) 1,36" (1 3/8" ± ) Page 9