HomeMy WebLinkAbout10010 W 29th Avenue1 I 4
CITY OF WHEAT RIDGE
Building Inspection Division
(303) 235-2855 Office
INSPECTION NOTICE
Inspection Type:c�
Job Address:
Permi# Number:<%!
C,z
�
LJNo one available for inspection: Time -;f: a AIVA/PM�i
Re -Inspection required: Yes "No.'
When corrections have been made, schedule for re -inspection online at;
h ttp:!lwww. ci. whea tridge. co. uslinspection
Date: '� Inspector:
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 235-2855 Office
INSPECTION NOTICE
Inspection Type:
Job Address: Iv.E--.
Permit Number: �) 1.
r
❑ No one available for inspection: Time AM/�
Re -Inspection required: Yes No
When corrections have been made, schedule for re -inspection online at:
http:/fwww. ci. wheatridge. co. uslinspection
Date: /k,z= lJ' Inspector: �---- -
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
r Commercial Roofing PERMIT - 201902669
PERMIT NO: 201902669 ISSUED:
JOB ADDRESS: 10010 W. 29th Avenue EXPIRES:
JOB DESCRIPTION: Replace metal roof, 5/12 pitch, 12 squares
*** CONTACTS ***
OWNER CITY OF WHEAT RIDGE
SUB (303)426-8575 JEREMY SHULL
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned
SUBDIVISION CODE: UA / Unassigned
12/20/2019
12/19/2020
022254 INDEPENDENT ROOFING SPECIALIST
USE: UA / Unassigned
BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 7,500.00
FEES
Total Valuation 0.00
No Fees 0.00
** TOTAL ** 0.00
*** COMMENTS ***
*** CONDITIONS ***
COMMERCIAL FLAT ROOFS: In order to pass a final inspection on commercial elastomeric or
similar type roofing, a WARRANTY LETTER from the manufacturer technical representative
stating that "the application of the roof at (project address) has been applied in
accordance with the installation instruction for (roof material brand name) roof covering"
is required to be on site at the time of final inspection.
LADDER MUST BE SET FOR ALL ROOF INSPECTIONS: A ladder extending 3 feet above the roof eave
and secured in place is required to be provided for all roof inspections.
ALL PITCHED ROOFS REQUIRE A MIDROOF INSPECTION REGARDLESS OF PITCH.
MIDROOF & SHEATHING: Effective December 1, 2014, asphalt shingle installations require an
approved midroof inspection, conducted when 25-75 percent of the roof covering is
installed, prior to final approval. Installation of roof sheathing (new or overlay) is
required on the entire roof when spaced or board sheathing with ANY gap exceeding one half
inch exists. Sheathing and Mid -roof inspections may be called in at the same time, 100
percent of the sheathing must be complete and 25-75 percent of the midroof may be complete.
Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per
shingle. A ladder extending 3 feet above the roof eave and secured in place is required to
be provided for all roof inspections.
REGARDING ROOF VENTILATION: Roof ventilation shall comply with Building Division Policy
BD -18-001 for Balanced Ventilation Systems, or manufacturer installation instructions,
whichever is more stringent.
FOR ROOF PITCH 6/12 AND OVER: Midroof & Final Roof inspections for ROOFS with 6/12 PITCH &
OVER: 3rd party inspection will be required for both the midroof and final inspections. The
3rd party inspection report AND THE ORIGINAL PERMIT CARD needs to be dropped off to the
Permit Desk at the City of Wheat Ridge. The report MUST BE SIGNED by the Homeowner.
' ,r City of Wheat Ridge
Commercial Roofing PERMIT - 201902669
PERMIT NO: 201902669 ISSUED: 12/20/2019
JOB ADDRESS: 10010 W. 29th Avenue EXPIRES: 12/19/2020
JOB DESCRIPTION: Replace metal roof, 5/12 pitch, 12 squares
I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications;
applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized
by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with
this permit. I further attest t legally authorized to include all entities named within this document as parties to the work to be
performed and that all wor c a performed is disclosed in this document and/or its' accorr}panying approved plans and specifications.
Signature of OWNER or CONTRACTOR (Circle one) Date
I. This permit was issued based on the information provided in the permit application and a companying plans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures.
2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and maybe subject to a fee equal to one-half of the original permit fee.
3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Off pial and is not guaranteed.
4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any
applicable code or any ordinance or;egulation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building O,fficiil " - Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
�Wheatl d
COMMUNiTy DEVELOPMENT
Building & Inspection Services
7500 W. 291 Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: perm its(a)ci.wheatridge.co.us
I FOR OFFICE USE ONLY I
Date: I apo
I
Plan/Permit # k",
1 / %?
Plan Review Fee:
Building Permit Application
'* Complete all applicable highlighted areas on both sides of this form.
Incomplete applications may not be processed. ***
Property Address: / Qn%0 k 27' J4UC
Property Owner (please print): C14 -y 0 S k%,ec,,L fJo4,,c Phone:
Property Owner Email:
Tenant Name (Commercial Projects Only)
Property Owner Mailing Address: (if different than property address)
Address: -7SDo
City, State, Zip:%ec��
J2i
d
Arch itect/Eng1neer:
Arch itectlEngineer E-mail:
Contractor Name: � y3 J_
Phone:
City of Wheat Ridge License #: 62225'( Phone: �yo3- 41ZG - OL 7J
Contractor E-mail Address: /t.`4-4+ EI o 6 _Ci� yc%oo • Cott—
For Plan Review Questions & Comments (please print):
CONTACT NAME (please print): A-4— Phone:
CONTACT EMAIL(please print):
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form):
Electrical: Plumbing: Mechanical:
W.R. City License # W.R. City License # W.R. City License #
Other City Licensed Sub: Other City Licensed Sub:
City License # City License #
Complete all highlighted fields.
COMMERCIAL ❑ RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work to be
performed, including current use of areas, proposed uses, square footage, existing condition and
proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.
I —riS l l JIE t� -8.► � v�� SLS- 1 1 �oe vL� . s-)12
Sq. FULF 1200 BTUs
Gallons
Amps Squares Z For Solar: KW # of Panels Requires Structural
For Commercial Projects Only: Occupancy Type: LL -1 -construction Type:�,6,6,o
Occupancy Load: Square Footage: i
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
75- do , Gc)
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE. (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE of (OWNER) (CONTRACTOR)
Signature (first and last name): DATE:
Printed Name: A�L
ZONING COMMMENTS:
Reviewer:
BUILDING DEPARTMENT COMMENTS:
Reviewer:
PUBLIC WORKS COMMENTS:
Reviewer:
DEPARTMENT USE ONLY
OCCUPANCY CLASSIFICATION:
CONSTRUCTION TYPE:
Building Division Valuation:
■am■ HC` ■oo■
rrrr•
0 r Engineering & SurveyingLLC ■ ■
r ■
January 18, 2008
John Schumacher
Chief Building Official
City of Wheat Ridge
Building Division
7500 W. 29'" Ave.
Wheat Ridge, CO 80033
Re: Paramount Park - Dugout Structures
10010 W. 290'Ave.
Permit # 080011
Dated January 4, 2008
Dear Mr. Schumacher:
9570 Kingston Court, Suite 310
Englewood, CO 80112
PH: (303) 773-1605
FAX:(303)7733297
www.hclengineering.com
This letter is written to document my inspection of the boring holes, reinforcing, and anchor
bolts for the caisson foundations on the above referenced Dugout Structures. I visually
inspected the drilled holes for the caissons, the reinforcement cages, and the anchor bolts
on January 15, 2008.
The caissons were inspected to verify that they were the correct diameter and drilled to the
proper depth.
The reinforcement cages were inspected to verify the number, size, and spacing of the
longitudinal rebar and the ties.
The anchor bolts were inspected to verify the type and size as shown on the approved
plans.
All the above-mentioned items have been supplied in accordance with the approved plans
and specifications.
Respectfully submitted,
DeWayne D. Hansen, P.E.
HCL Engineering & Surve}
a~ r ~STE •~9,
o,~.
s 1 8
nenrlti~ . .
Na P'ees ,
Tota1 Valuation '
,r..' 7OTAL * * '
trbliS
.00
.00
.00
rssvEn:
USE:
Q~11
1/oarao;os
'7/oajzoos
Catidi Vibns :
SU9c7$CT'.TO FZlLD ZNSPSCTSC3N
CONTRAGTOR M[IST 8}h"; LICIITS ED .INWFIfiAT RIDGE BEFDREWORKINGON PROJECT .I.h6reCy CEYtity Lhat the eetback dlitancee propoeed by thie.pezmit application are accurate, and da mt vialat<,dpplicatilE .
ozdinaaebe, Eulea oz sequl4lpna oE E}ie City of.Wheat Ridge or.covenante, easemente pr reeerictione'of recpzd; tCWt fii1meaburemedCs.:shovn, anA'allegaYioxy4eiade are accurate; that I have read arW agzee eo abide by a11 condielone`ptinted qn th,ia
applit 2nd tha[ Y ae9uYne LuI2Ypeponelbility fox compliance wiih the Wheat RiQge Sui191ng CodO..(I.BX)arid aXl Otlhei'~ appli ab ' 'Qgef drd'ii~BnC a, ~for work un9er thiepermlt. Plans eubject to Yizlfl Snspection.
Signaevre v contractOrfo . a~ te~ ~ 1. Thia p9#xmitwae iaeued 13f accprdaiice'with the provieione set forth nn youx ipplication and ie cuhject tb tlfa ipwe oE th;.
Btat'e 4t Co-lasa4b aiidtb the Zonioy xegulatione and Bullding.COdea of Wheat'Ridge, Colorado or,any other appllcablg "br$inao2ee of the CSCy. : . .
7. This pCTmff.e2ta3l e1¢pire 180 &aye ~from the iaeue date. Requeete for an exten93m muat be zeceived prlor to.ezpdratioa~ ..data. Xtt.ezteqqiop (bay 'pe gYante4'at the diecretion of the.BUildlq9 Offlcial. 3:- ;E CTiia pernllt eXpSr4e, s nRw peimit may be acquireflfor a fee oP one-half the amount nozmallylzequited, provided no. -
-'chatlgea ha6e been or'wi11 bemQB'Yn theoriginal plane and;epeciticatione.and aay euepensioa oz'qLaMOYUnent twe not axcetdeQone (1) y,qpi. If Qlterigee have been or iE auepen6ion or abandonment ezceeds one (1) year, ftdl ieee etlall .
. be pairi fos~ a new. paimie. . 4.No wprk'.of.any mazmeYeTyilk bedo7te tpat will change the natural flow of watet caueinga dta}nage proplem..5.CotttracCOF'ehall noCify Che'BUiiding inBpector twenty-fout (24).houre Sn advqpce forall irtepeetiona snd.6ha11.recnivEvrikten appmfai bn lneyecEion:caid SCfpre proceefling vith cuccesaive phaeee ofthe job. 6.,The Ysenance of a petmit os the.approval of arawings and apecificatione'ahall aot tie conatrued to be a ppzmle for, non~ '
hn aggrbval~bP, arty VielgtYbn pfphe.pr ieionaoP the buil8ing codeaor any othez 4idinanee, law, sLLle Oz reoLlation:' ` All p1dR ieview 1estibjmQ Ca 5... ctiona. . . . .
signtiture nx Chief BuildSng 6E!# Tdate . . . : IN,SYA T ~,A~i,R~QU*ST~ e (343)234-5933 BiTILDING OFFICE: (303)235-285$ . . R9(~$STs 24C13T BE PWbB 9Y 3* ANY BUSINESS DAY EOR INSPECTIqN THE FOLLpWING HCT$TN$SS DAY.
.
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CALCULATIONS FOR
Job: Paramount
Address: 8' x 32' Dugout
Wheat Ridge, CO
(These calculations apply to the job at this address only.)
Client: CLASSIC RECREATION SYSTEMS
Sheet
1
2-3
4-7
8-12
13-1 i
18-19
D1-D9
c.
W c
O
w .2
ao
a~
U
N
~
7
~
(D
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a~
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(U
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N C
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Copyright 12/07
Index to Calculations
Item
BASIS FOR DESIGN
DESIGN LOADS
ROOFDECK
FRAME DESI
CONNECTIO S
1
~
FOOTINGS ~
0
DETAILS i3
Job # 2729-07
Project Engineer N
Classic Recreation Systems, INC.
11875 E. Berry Dr.
Dewey, Arizona 86327
Phone: (928) 775-3307 Fax: (928) 772-0858
BASIS FOR DESIGN
Gravity Loads
Dead Load DL =
Snow Load SL =
1=
LateralLoads
Wind Load WL-
Iw =
Earthquake Load Seismic Use Group =
Seismic Design Cat. _
Building Code
2003 International Building Code
2001 Edition of Cold-Formed Steel Design Manual
actual psf
30.0 psf
1.0
100 mph, Exp. C
1
B
STRESSES OFMATERIALS
Stee/
Reinforcing
Weldable Reinforcing
Roof Deck
Cold formed
Structural:
Wide Flange
Tube
Pipe
Concrete
Footings
Soil
Allowable Soil Bearing Pressure:
Allowable Lateral Bearing Pressure:
1500 psf
100 psf / ft
PRELIMINARY
UNLESSSEALED ON EACH SHEET OR ON
COVERSHEET
Job:
9K3a OuGO(_)
r Date: I&/O7 BY: OEA1 Job No.:
a72 4-07 SH.: '
fy = 40000 psi. A-615, Grade 40
fy = 40000 psi. A-706, Grade 40
fy = 60000 psi. A-653, Grade 80
fy = 55000 psi. A-653, Grade 55
fy =
36000 psi. A-36 or
fy =
50000 psi. A-572
fy =
46000 psi. A-500
fy =
36000 psi. A-501
fc = 2500 psi.
Classic Recreation Systems, INC.
DESIGN WIND LOADS FOR MONOSLOPE FREE ROOFS ASCE 7- 6.5.13
Wind
Direction
Y-0 °
Main Wind Force Resistina System
K., exposure coeff. _
K.,, topography factor =
Kd, directionality factor =
Iw, wind factor =
G, gust effect factor =
P = qzGCN =
Wind
Direction
l::= 7 = 180 °
r=iao°
0.85
1.00
0.85
1.00
0.85
15.72 (CN) psf
V, wind speed
Exposure Category
B, roof angle
h, mean roof height
= 100 mph
= C
= 9.5 °
= 8.5 ft
ASCE7 6.5.6.6, Table 6-3
ASCE7 6.5.7.2, Figure 6-4
ASCE7 6.5.4.4, Table 6-4
ASCE7 6.5.5, Table 6-1
ASCE7 6.5.8
0.00256KZKnKpV21N,GCN, Eq. 6-25
Wind Direction, y= 0°
Wind Direct
;i
Roof
Load Case
Clear Flow
Obstructed Flow
Clear Flow
low
P
A
Angle, 0
CNW
C'NL
CNW
CNL
CNW
CNL
CN
W
CNL
A
1.2
0.3
-0.5
-1.2
1 2
O
.3
-0.5
-1.2
po
B
-1
-0.1
-1.1
-0.6
-1
.1
.1
-1.1
-0.6
A
-0.6
-1
0.9
H
.5
7 5p
B
-1.4
16
.3
0.8
-0.3
A
-0.9
13
-11
15
13
.6
0.4
-1.1
15°
B
-1.9
0
-2.1
-0.6
1.8
0.6
1.2
-0.3
A
-1.5
-1.6
-1.5
-1.7
1.7
1.8
0.5
-1
ZZ 5'
B
-2.4
-0.3
-2.3
-0.9
2.2
0.7
1.3
0
-1.8
-1.8
-1.5
-1.8
2.1
2.1
0.6
-1
-2.5
-0.5
-2.3
-1.1
2.6
1
1.6
0.1
A
-18
-18
-1.5
-1.8
2.1
2.2
-0.9
E
-2.4
-0.6
-.2
2.7
11
19
0.3
-1.6
-1.8
-1.3
22
2.5
0.8
B
-2.3
-0.7
-1.9
-1.2
2.6
1.4
2.1
0.4
unearry
.
.
1
00
1
53
-0
04
17
-1
A
-0.68
-1.08
.03
-1
1
.50
-
.
.
.
.
9 5
B
-1.53
0.00
-1.80
-0.75
1.65
0.38
0.90
-0.30
Is flow obstructed (Yes/No)?
Load Case A (y = 0
P, windward roof
P, leeward roof
Load Case 8 (y = 0
P, windward roof
P, leeward roof
NO
_ -10.69 psf
_ -16.98 psf
_ -24.05 psf
= 0.00 psf
Load Case A (y = 180
P, windward roof = 15.72 psf
P, leeward roof = 24.05 psf
Load Case 8 (y = 180
P, windward roof = 25.94 psf
P, leeward roof = 5.97 psf
PRELIMINARY UNLESSSEALED ON EACH SHEET OR ON COVERSHEET ~
Job: $K3~f7 Date: 13107 BY: ()EIj Job No.: 'J.-70-0-7 SH.: _
Classic Recreation Systems, INC.
EARTHQUAKE LATERAL LOAD TO COLUMN International Buildinq Code 2003
Soil Site Class = D
Seismic Use Group = I
SS = 20.9 %
S, = 5.9 %
SIt2 CIaSS
Table 1615.1.2(1) (Fa)
Mapped spectral response acceleration at short periods (Ss)
0.25
0.50
0.75
1.00
1.25
A
0.80
0.80
0.80
0.80
0.80
B
1.00
1.00
1.00
1.00
1.00
C
120
120
1.10
1.00
1.00
D
1.60
1.40
1.20
1.10
1.00
E
2.50
1.70
1.20
0.90
0.90
F
-
-
-
-
-
Slf@ CIBSS
Table 1615.1.2(2) (Fv)
Mapped spectral response acceleration at 1-sec periods (St)
0.20
030
0.40
0.50
A
0.80
0.80
0.80
0.80
B
1.00
1.00
1.00
1.00
C
M
1.60
1.50
1.40
1.30
D
2.4O
2.00
1.80
1.60
1.50
E
3.20
2.80
2.40
-
F
-
-
-
-
Fa
SMS = Fa SS
Fv
SM, = Fv S1
Sps = 2/3 SMS
Sp1 = 2/3 SM1
Seismic Design Cat.
I
R
Height
T = 0.035 (hn)o.7s
r
V = Sps ! [R/I]
V = So1 / [(R/I)T]
V = 0.044 S, / [R/I]
V = 0.5 S, / [R/I]
V (Controls)
Sps
Seismic Use Group
>
I
II
III
0.000
A
A
A
0.167
B
B
C
0.330
C
C
D
0.500
D
D
D
SW
Seismic Use Group
>
I
II
III
0.000
A
A
A
0.067
B
B
C
0.133
C
C
D
0.200
D
D
D
= 1.600
Interpolated Site Coefficient
= 0.334
Maximum spectral response acceleration at short periods
= 2.400
Interpolated Site Coefficient
= 0.142
Maximum spectral response acceleration af 1-sec periods
= 0.223
5% damped spectral response acceleration at short periods
= 0.094
5% damped spectral response acceleration at 1-sec periods
= g
= 1.00
Importance Factor
= 3.50
Response Modification Coefficient
= 8.5 ft
Height of Column
= 0.174 s
Fundamental Period
= 1.00
Reliability/Redundancy Factor
= 0.064 W kips
(16-35)
= 0.155 W kips
(16-36)
= 0.001 W kips
(16-37)
= 0.000 W kips
(16-38)
= 0.064 W kips
PRELIMINARY UNLE..SSSEALED ON EACH SHEFT OR ON COVERSHEET
Job: O+C3 T Date: I 2 O BY: 0EN Job No.: a7A4'67 SH.: 3
Classic Recreation Systems, INC.
COMPONENTS AND CLADDING Roof Deck
24 ga "AEP PANEL" Nu-Wave Corrugated
F,,, yield strength =
40 ksi
F,, tensile strength =
55 ksi
I„ moment of inertia =
0.036 in°/ft
S,(t), section modulus =
0.8050 in'/ft
S,(b), section modulus =
0.0798 jn '/h
See Manufacture's Specifications.
PRELIMINARV UNLESSSEALED ON EACH SHEET OR ON COVERSHEET
Job: 8932 p04DUT Date: I`a/6"7 By: DE" Job No.: 0721-o-z SH.: 4
Classic Recreation Systems, INC.
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All gauges include Zincalume Plus as an unpainted
option. 20 and 22 gauge panels require longer lead times.
❑ High tensile-steel in 26 gauge.
❑ Quick, economical trim packages available as standard
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allowable loads.
❑ Fiberglass skylight panels are available to match the
profile of the metal panels.
www.aepspan.com
sr-out-toouc ~I
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I< 32" Net Coverage (Roof only) > I
< 341/3" Net Coverage (Wall only) >
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Tawma, WA 800-733-4955, 253383-4955 FAX 253-272-0791
Fontana, CA 800-272-2466, 909-823-0401 FAX 909-823-2625 Q
Dallas, TX 800-733-4955, 253-383-4955 FAX 253-383-4955
Nu-Wave° Corr
Allowable Span (k-in.)
llowable Load (psfl
A
30
40
SO
6-10
511
5-4
4-2
3-10
3J
!
g
6-9
5-11
5-3
5-8
S-2
4-9
7-7
6-7
5-11
5-2
4-9
4-5
f
7-8
6-4
5-6
4-11
SS
U7 80
5-3
4-7
4-2
3-11
f
7-8
6-4
5-6
4-11
24
DS
U180
7-0
6-2
5-6
4-11
f
8-7
7-1
6-2
5-6
TS
U1S0
6-6
5-8
5-2
4-10
f
8-6
7-0
6-2
5-6
SS
V180
5-7
4-11
4-6
4-2
f
8-6
7-0
6-1
5-6
22
DS
U180
7-6
6-8
6-1
5-6
f
9-6
7-10
6-10
6-2
TS
V180
6-11
6-7
5-7
5-2
f
9-2
7-7
6-8
6-0
SS
U180
5-11
5-3
4-9
4-5
f
9-1
7-7
6-7
5-11
20
DS
V180
7-77
7-0
6-5
5-11
f
10-2
S-6
7-5
6-8
TS
U7 80
7-4
6-5
5-11
5-6
No[es: • 5[eel conforms to ASTM A653 Grade 60 for galvanized
coa[ed 26 gauge; ASTM A792 Grade SO (or Zincalume(D
ma[ed 26 gauge; ASTM A653 Grade 40 for galvanized
coated 24 gauge to 20 gauge; ASTM A792 Grade 40 for
Zincalume(~) coated 24 gauge to 20 gauge.
• For wind loading, multiply allowable load values by 133.
• Values are based on Ihe American Iron and Steel Institute
(AISI) "Specifications /or the Design of Cold Rolled Steel
StrucNral Members" (1986 edition, with 1989 Addendum).
Specifications subjec[ ro change wi[hout no[ice
ted
Allowable Distributed Load (psf)
Span (ft-in)
Gau e
2-0
3-0
4-0
5-0
6-0
364
161
91
58
40
t
295
87
36
18
10
361
160
90
57
40
26
DS
U]
361
160
88
45
26
451
200
112
72
50
TS
V180
451
164
69
35
20
f
322
143
80
51
35
55
V180
322
116
49
25
74
f
319
141
79
51
35
24
DS
V180
319
141
79
51
35
f
399
177
99
63
44
TS
V180
399
177
92
47
27
f
399
177
99
63
44
55
V180
399
145
61
31
18
f
396
llb
99
63
44
22
DS
U180
396
176
99
63
43
f
495
220
123
79
55
TS
U180
495
220
116
59
34
f
476
211
119
76
52
55
V180
476
175
73
37
21
f
472
210
118
75
52
20
DS
V180
472
210
118
75
52
f
590
262
147
94
65
TS
U180
590
262
139
71
41
LoadingTable Legend
6Load limited by flexural bending stress
L-Span (Inches)
Uxzx-Load limited by deflection
SS-Single span fY
DS-Double span
I ~
TS-Triple span ~L LT`
I
P
AE
i5ft
SPAN
Engzneered Solutimu in Metal
Zincalume° is a registered trademark of BHP Steel QLA) Pty Ltd
0 ASC Profiles Inc January 2004 Printed in USA Revision SM (PS159)
~
SCREW CONNECTIONS 2001 Design of Cold-Formed Sfeel Structural Members
d
= nominal screw diameter
dw
= larger of head or washer diameter, not larger than 1/2"
Pas
= allowable shear force per screw
Pns
= nominal shear strength per screw
Pa,
= allowable tension force per screw
Pm
= nominal tension strength per screw
P„o,
= pull-out per screw
P„o„
= pull-over per screw
t,
= thickness of inember in contact with the screw head
tZ
= thickness of inember not in contact with the screw head
F.,
= tensile strength of inember in contact with screw
F.Z
= tensile strength of inember not in contact with screw
F.S.
= 3.0
t, = 0.021 in. Approximate Gauge = 24 = 58000 psi, Y= 40000 psi
t2 = 0.120 in. Approximate Gauge = 11 F.z = 58000 psi, FY = 46000 psi
Screw No. 12
Shank Diam. = 0.216 in.
Section E4.3.1: Connection Shear qoverned bv Base Metals
tz/ti = 5.741627
tz/tl 2.5, use Equations E4.3.4 & E4.3.5
When tz/t, 1.0
When t2/tl 2.5
Equation E4.3.1 =
4706.3 lbs/screw
Equation E4.3.4 =
707.0 lbs/screw
Equation E4.3.2 =
707.0 lbs/screw
Equation E4.3.5 =
4059.1 lbs/screw
Equation E4.3.3 =
4059.1 lbs/screw
P„s =
707.0 lbs/screw
Pns =
707.0 lbs/screw
Shear Cap. of Screw =
625.0 Ibs/screw`
Pas = P„s/(F.S.) =
235.7 lbs/screw
'Based on "HILTI" w/ F.S. of 3.0
Section E4.4: Tension
Equation E4.4.1.1
Equation E4.4.2.1
Pnt
Pat
= 1277.91bs/screw
= 568.21bs/screw
= 568.21bs/screw
= 189.41bs/screw
Allowable Shear = 235.7 lbs/screw
NOTE: Shear Governed By Base Metals
Allowable Tension = 189.4 lbs/screw
NOTE: 1. Minimum spacing of screws shall not be /ess than 3d
2. Minimum edge distance of screws shall not be less than 3d
(May be 1. Sd in direction perpendicular to force, when connection is subject to shear in one direction.)
3. The head of the screw or the washer shall have a diameter, dw of not less than 5116 inch, washers
shal/ be at least 0.050 inch thick.
4. Values may be increased 33% for wind or earthquake loads.
PRELIMINARY
UNLESSSEALED ON EACH SHEET OR ON
COVERSHEET
Job:
$.c3a D11
00r
Date: 12/C)-jL By: ()Ej,,) Job No.:
Q72Q'0~~ SH.:
~
1
Classic Recreation Systems, INC.
Joint Coordinates and Temnerafures
i onoi x rwt v rrn 7 rfFl ro- rci nof-n G- ni~
1
NS
-4
1.333333
-16
0
2
N6
-4
1.333333
16
0
3
N1
-2.25
1.041667
15.708
0
4
N2
-2.25
1.041667
-15.708
0
5
N9
-2.25
-7.167
15.708
0
6
N10
-2.25
-7.167
-15.708
0
7
N13
0
0.666667
16
0
8
N14
0
0.666667
-16
0
9
N3
2.75
0.208333
15.708
0
10
N4
2.75
0208333
-15.708
0
11
N11
2.75
-7.167
15.708
0
I
12
N12
2.75
-7.167
-15.708
0
13
N7
4
0
-16
0
14
NS
4
0
16
0
15
N15
25
625
15.708
0
16
N16
25
625
-15.708
0
Hot Rolled Sfee/ Properfies
I~Ael F fL~l f4e❑ Alii T6erm /NFF F1 floneihd4/fM21 Violrlf4c0
1
A36
29000
11154
3
65
49
36
2
A572Grade50
29000
11154
3
65
49
50
3
A992
29000
11154
3
65
49
50
4
A500 42
29000
11154
3
65
49
42
5
A500 46
29000
11154
3
65
49
46
Hof Rolled Stee/ Secfion Sets
i.,kvi er.- ned,.., i;~f T,,..e floelnn Rii A lin91 i,,,, rmei i- r~et i rmet
1
Column
HSS6x6x3
Tube
Beam
A500 46
T ical
3.985
22.315
22.315
35.031 '
2
Rafter
HSS8X4X2
Tube
Beam
A500 46
T ical
2.701
7.916
22.981
18.729
3
Perimeter
HSS10X4X3
Tube
Beam
A500 46
T ical
4.683
13.881
57.868
36.586
4
Mid
HSS8X4X3
Tube
Beam
A500 46
Tvpical
3.985
11.327
33.146
27248
Member Primarv Dafa
I oV.cl 1 Ininl I IniM K Ininf Rnfofc/d Surfinn/Chana flacinn I icf Tvnc Ma}arial flesinn Ru
1
Col1
N1
Column
Tube
Beam
A500 _46
T ical
2
Co12
N2
Column
Tube
Beam
Asoo_as
T ical
3
Co13
N3
Column
Tube
Beam
Asoo_as
T ical '
4
Col4
N4
Column
Tube
Beam
Asoo_as
T ical
5
PER 1
tN4
N3
350.54
Perimeter
Tube
Beam
ASOOas
T ical
6
PER 2
N1
350.54
Perimeter
Tube
Beam
Asoo_as
T ical
7
Rafter 1
N1
Rafter
Tube
Beam
Asooas
T ical
8
Rafter 2
N2
Rafter
Tube
Beam
A500 _46
T ical
9
Mid
N16
N15
350.54
Mid
Tube
Beam
Asoo_ae
T ical
Hot Rolled Steel Desiqn Parameters
~ ~....r<.i i~__rwi i i.-,...... v.,., V.~ r..,_,,,, r..,_.~ rf. „ ~,.,n., o oo,~„
1
Col1
Column
8209
2
Co12
Column
8209
3
Co13
Column
7.375
4
Col4
Column
7.375
5
PER 1
Perimeter
31.416
6
PER 2
Perimeter
31.416
7
Rafter 1
Rafter
5.069
8
Rafter 2
Rafter
5.069
9
Mid
Mid
31.416
RISA-31D Version 5.Od [F:\...\...\...\Risa Models\Dugout\8X32 Dugout 100mph Wind 30psf Snow.r3d] Page 9
Mem6erArea Loads
(BLC 1: Dead)
Joint A
Joint B Joint C
Joint D
Direction
Distribution
Ma nitude s
1 N8
N6 N5
N7
Y
Two Wav
-1.58
Member Area Loads
(BLC 2: Live)
Joint A
Joint B Joint C
Joint D
Direction
Distribution
Ma nitude psfl
1 N8
N6 N5
N7
Y
Two Wav
-30 I
MemberArea Loads (BLC 3: Wind 1)
i..:..~ n a
1
N5
N14
N13
N6
V
Two Wa
10.69
2
N14
N7
N8
N13
V
Two Wa
16.98
3
N5
N14
N13
N6
L
B-C
10.69
4
N14
N7
N8
~ N13 ~
L ~
B-C ~
16.98
Member Area Loads (BLC 4: Wind 2)
Member Area Loads (BLC 5: Wind 3)
L.... n L. e. I] I,..J r I,. M n nb rfl.. nicrrihidin nna nihvicrncfl
1
N14
N7
N8
N13
V
Two Wa
-15.72
2
N5
N14
N13
N6
V
Two Wa
-24.05
3
N14
N7
N8
N13
L
B-C
-15.72
4
N5
N14
N13
N6
L
B-C
-24.05
Member Area Loads (BLC 6: Wind 4)
b. . o b. . r L...~ n nl. ~H.. nl~triV.~i6,. nnn nlhvVntnefl
1
N14
N7
N8
N13
V
Two Wa
-25.94
2
N5
N14
N13
N6
V
Two Wa
-5.97
3
N14
N7
N8
N13
L
B-C
-25.94
4
N5
N14
N13
N6
L
B-C
-5.97
Joint Loads and Enforced Displacements (BLC 7: Seismic)
i..~..~ i~V.el I fl AA flirorfinn Mannitiidcfk k-ff in rad k'c^9/kl
1
N1
_ _
L
X
036
2
N3
L _
X
036
3
N4
L
X
036
4
N2
L
X
036
Basic Load Cases
L.I.J o..f..f nIN.l6irt Arco !nA Sude~<
1
Dead
. .
DL
. .
. .
-1
_ _
_ _ . .
1
2
Live
LL
~
3
Wind 1
OL1
4
4
Wind 2
OL2
Z
5
Wind 3
OL3
4
6
Wind 4
OL4
4
7
Seismic
EL
4
g
LC 1 TransientAr...
None
50
g
LC 2 Transient Ac..
None
90
10
LC 3 Transient Ar...
NOnB
70
11
LC 4 Trensient Ar...
None
90
12
LC 5 Transient Ar...
NOf12
90
13
LC 6 Transient Ar...
NOf18
90
14
LC 7 Transient Ar...
NOfI@
70
RISA-3D Version S.Od [F:\...\...\...\Risa Models\Dugout\8X32 Dugout 100mph Wind 30psf Snow.r3d] Page 10
Basic Load Cases (Continued)
BLC Descri tlon
Cate o
X Gravit
Y Gravit
Z Gravrt
Joint
Point
Dislribut..
Area M...
Surface
15
LC 8 Transient Ar...
None
90
16
LC 9 Transient Ar...
NOne
90
17
LC 10 Transient A..
None
50
Load Combinations
flo«rinfl..n Snlvc Pft SR RI C ParlnrRl C FarfnrRl C FnrfnrRl FaNnrRl C FarlnrRl C FartnrRl C FacfnrRl C Facfnr
1
Dead + Live
Ye
DL
1
LL
1
2
Dead +.75 L+W 1
1
1
2
.75
3
.75
3
Dead +.75 L+W2
1
1
2
.75
4
.75
4
Dead +.75 L+W3
1
1
2
.75
5
.75
5
Dead +.75 L+W4
[
1
1
2
.75
6
6
6D+W1
1
6
3
1
7
6D + W2
1
6
4
1
8
6D + W3
1
6
5
1
9
6D + W4
Yes
1
6
6
1
10
.6 Dead +.7 Seismic
Yes
1
1
7
7
Envelone Member Section Forces
~n.....l.o. Ce, ANelfLl I, •i C6ve.fL1 I, . C6mrfL1 Ir Tnrnuof4_fFl Ir v Mnma I, v INAnmc Ir
1
Col1
1
max
.
3.466
4
155
6
_
0
.
1
0
1
0
1
649
6
2
min
-1.147
7
-.257
4
0
1
0
1
0
1
-1.008
8
3
2
max
3.355
4
155
6
0
1
0
1
0
1
1.152
4
4
min
-1.213
7
-.257
4
0
1
0
1
0
1
-.621
6
5
Co12
1
max
3.475
4
156
6
0
1
0
1
0
1
655
6
6
min
-1.162
7
-.259
4
0
1
0
1
0
1
-1.018
8
7
2
max
3.363
4
156
6
0
1
0
1
0
1
1.157
4
8
min
-1.229
7
-259
4
0
1
0
1
0
1
-.627
6
9
Co13
1
max
2.806
5
174
2
0
1
0
1
0
1
618
2
10
min
-.414
6
-.169
8
0
1
0
1
0
1
-.83
8
11
2
max
2.706
5
174
2
0
1
0
1
0
1
419
8
12
min
-.474
6
-.169
8
0
1
0
1
0
1
-.662
2
13
Co14
1
max
2.804
5
175
2
0
1
0
1
0
1
623
2
14
min
-.417
6
-.172
8
0
1
0
1
0
1
-.842
8
15
2
max
2.704
5
175
2
0
1
0
1
0
1
428
8
16
min
-.477
6
-.172
8
0
1
0
1
0
1
-.665
2
17
PER 1
1
max
0
1
1.904
5
253
5
0
8
0
1
0
1
18
min
0
1
-.468
6
-.022
6
0
3
0
1
0
1
19
2
max
0
1
463
6
022
6
0
8
0
1
0
1
20
min
0
1
-1.897
5
-.253
5
0
3
D
1
0
1
21
PER 2
1
max
0
1
2.183
4
282
1
0
4
0
1
0
1
22
min
0
1
-.923
7
-.042
7
0
7
0
1
0
1
23
2
max
0
1
91
7
043
7
0
4
0
1
0
1
24
min
0
1
-2.167
4
-281
1
0
7
0
1
0
1
25
Rafter1
1
max
273
3
804
1
0
1
0
1
0
1
662
2
26
min
-.083
8
-.027
6
0
1
0
1
0
1
-.419
8
27
2
max
066
9
413
6
0
1
0
1
0
1
1.152
4
28
min
-.053
2
-1.185
4
0
1
0
1
0
1
-.621
6
29
Rafter2
1
max
273
3
794
1
0
1
0
1
0
1
665
2
30
min
-.085
8
-.025
6
0
1
0
1
0
1
-.428
8
31
2
max
067
9
416
6
0
1
0
1
0
1
1.157
4
32
min
-.051
2
-1.177
4
0
1
0
1
0
1
-.626
6
33
Mid
1
max
0
1
1.646
4
274
4
0
6
0
1
0
1
34
min
0
1
-.376
6
1
-.063
6
0
9
0
1
0
1
35
2
max
0
1
376
6
063
6
0
6
0
1
0
1
36
min
0
1
-1.646
4
-274
4
0
9
0
1
0
1
RISA-31D Version S.Od [F:\...\...1...\Risa Models\Dugout\8X32 Dugout 100mph Wind 30psf Snow.r3d] Page 11
Envelone Joint Reactions
In n! Y fL1 1.. V fLl
1
N9
max
257
_
4
3.466
4
0
1
NC
NC
NC
NC
649
6
2
min
-.155
6
-1.147
7
0
1
NC
NC
NC
NC
-1.008
8
3
N11
max
169
8
2.806
5
0
1
NC
NC
NC
NC
618
2
4
min
-.174
2
-.414
6
0
1
NC
NC
NC
NC
-.83
8
5
N12
max
172
8
2.804
5
0
1
NC
NC
NC
NC
623
2
6
min
-.175
2
-.417
6
0
1
NC
NC
NC
NC
-.842
8
7
N10
max
259
4
3.475
4
0
1
NC
NC
NC
NC
655
6
8
min
-.156
6
-1.162
7
0
1
NC
NC
NC
NC
-1.018
8
9
Totals:
max
838
8
11.874
4
0
1
10
min
-.584
6
-2.099
6
0
1
Envelope ASD Steel Code Checks
M>mhor S6- !`Mc !`he,4 i...rHl
1
Col1
HSS6x6x3
098
8.209
4
007
0
4
z3.7~5
27.6
27.6
27.6
2
.6
zs
H1-2
2
Co12
HSS6x6x3
098
8209
4
007
0
4
23.775
27.6
27.6
27.6
2
.6
26
H1-2
3
Co13
HSS6x6x3
058
0
8
005
0
2
24.285
27.6
27.6
27.6
2.
.6
39
H1-2
4
Col4
HSS6x6x3
059
0
8
005
0
2
24.285
27.6
27.6
27.6
2
.6
.39
H1-2
5
PER 1
HSS1oX4X3
680
15.261
5
030
0
5
3.234
27.6
27.6
27.6
1
1
1
H1-1
6
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15.261
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2.509
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069
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27.6
27.6
27.6
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Rafter2
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126
2.509
4
040
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27.6
27.6
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RISA-3D Version 5.Od [F:\...\...\...\Risa Models\Dugout\8X32 Dugout 100mph Wind 30psf Snow.r3d] Page 12
Endplate Connection Mid eeam to Rafter
d, depth of inember
bf, width of inember
t,,,, material thickness
pf, bolt dist. fr. edge
= 8.0 in
= 4.0 in
= 0.188 in
= 1.250 in
a' ----------------------125(p, + r, ) + d, /2
b' Pf +t„ - d,12
Ff, flange force MID- P12
TB, bolt tension F, o, 1( Ne,,,, /2)
S ratio - 1- (dti + 1/8)/p
R-------------------- b L r' T~ -1Jl
a------------------------- 1 or 1 Q J
S 1-
tm;n, plate thickness 6.66Teb'
F 1+Sa'
f„ weld stress IA1 +I ~Al +r12My/~'
l 1 l I l )
a, req'd weld size j. /(21 0.707)
Design Loads
Gravitv
8, angle above horiz.
M, moment
P, axial force
v, shear at section
PPiate, force 1 plate
voia,e, plate shear
= 0.000 °
= 0.000 kip-ft
_ -0.100 kips(T)
= 1.400 kips
_ -0.100 kips
= 1.400 kips
Lateral
6, angle above horiz.
= 0.000 °
M, moment
= 0.000 kip-ft
P, axial force
= 0.000 kips(T)
v, shear at section
= 1.700 kips
PP,a,e, force ~ plate
= 0.000 kips
"olate, Plate shear
= 1.700 kips
Bolt Design
BOLT DESIGN OK
N, Number of bolts
= 2
a'
= 2.110 in
Bolt Designation
= A307
b'
= 1.1255 in
dg, bolt diameter
= 0.625 in
Ff, due to gravity
= 0.050 kips
r,/i2, shear capacity
= 3.7 kips
Ff, due to lateral
= 0.000 kips
r,/S2, tension capacity
= 6.9 kips
TB, bolt tension
= 0.050 kips
Endplate Design
ENDPLATE DESIGN OK
tP, plate thickness
= 0.375 in
S ratio
= 0.813
p, tributary width
= 4 in
p
= 256.946
F, tensile stress
= 65 ksi
a'
= 1.000
FY, yielding stress
= 50.0 ksi
tm;n, min. thickness
= 0.028 in
Weld Design (E70X)O
WELD DESIGN OK
Weld
= 0.125 in
f„ due to gravity
= 0.058 ksi
f„ due to lateral
= 0.071 ksi
a, req'd weld size
= 0.005 in
PRELIMINARY
UNLES_SSEALED ON EACH SHEET OR ON
COVERSHEET
Job: Vd32 OUvLT
Date: 1407 BY: ()&J Job No.:
q7QQ-07 SH.:
L3
Classic Recreation Systems, INC.
Endalate Connection Rafter to Column
a ----------125(p, +1,)+d,/2
b' -----------------------Pf +t. -ds/z
Ff, flange force M/D- P/2
TB, bolt tension F,.,,_I( N.,, /2)
S ratio I - (d, + 118)lP
Q a'b, ' r,/S2 T -1
a ] or ~ '6
S I-
tm;n, Plate thickness - 6.66Tg b'
f„ weld stress ---------~(~A1 +I ~A1 +r12Mv/1'
l I l 1 l
a, req'd weld size f„o,/(2t o.707)
Design Loads
Gravifv
Lateral
B, angle above horiz.
= 9.460 °
B, angle above horiz.
= 9.460 °
M, moment
= 0.525 kip-ft
M, moment
= 1.200 kip-ft
P, axialforce
= 0.237 kips (C)
P, axialforce
= 0.273 kips (C)
v, shear at section
= 0.800 kips
v, shear at section
= 1.200 kips
PPlate, force i plate
= 0.365 kips
Ppiate, force 1 plate
= 0.467 kips
vP,a,e, plate shear
= 0750 kips
vPiale, plate shear
= 1.139 kips
Bolt Design
BOLT DESIGN OK
N, Number of bolts
= 2
a'
= 2.025 in
Bolt Designation
= A307
b'
= 1.0575 in
dB, bolt diameter
= 0.625 in
Ff, due to gravity
= 0.594 kips
r„/S2v, shear capacity
= 3.7 kips
Ff, due to lateral
= 1.542 kips
rn/S2, tension capacity
= 6.9 kips
TB, bolt tension
= 1.542 kips
Endplate Design
ENDPLATE DESIGN OK
tP, plate thickness
= 0.500 in
S ratio
= 0.813
p, tributary width
= 4 in
(3
= 6.656
tensile stress
F
= 65 ksi
a'
= 1.000
FY, yielding stress
= 50.0 ksi
tm;,,, min. thickness
= 0.152 in
Weld Design (E70X)O
WELD DESIGN OK
Weld
= 0.125 in
f„ due to gravity
= 0.123 ksi
f„ due to lateral
= 0.275 ksi
a, req'd weld size
= 0.018 in
PRELIMINARY UNLESSSEALED ON EACH SHEFT OR ON COVERSHEET
Job: p'43~ OVROV7 Date: a 07 Bv: OE,J Job No.: 37a4-67 sH.: /y
Classic Recreation Systems, INC.
d, depth of inember = 8.0 in
bf, width of inember = 4.0 in
t,,,, material thickness = 0.120 in
pf, bolt dist. fr. edge = 1.250 in
Endplate Connection Perimeter to Column
a' 125(pf + t„ ) + d, /2
b- ------------------------Pf +t„ -de1Z
Ff, flange force M/D- P12
TB, bolt tension -------Ff „_1(Ny,,,,12)
S ratio 1- (d, + 118)lP
~~S2
a' r - 1
P b, ~ T
1
a 1 or - Q
S 1-
tm;,, plate thickness - 6.66Te6'
(12My/~'
f„weldstress--------+(A1 +l
1 1 1 1 ~ J
a, req'd weld size j,,,/(21 0.707)
Design Loads
Gravitv
Lateral
6, angle above horiz.
= 0.000 °
6, angle above horiz.
= 0.000 °
M, moment
= 0.000 kip-ft
M, moment
= 0.000 kip-ft
P, axial force
= -0.100 kips(T)
P, axial force
= -0.100 kips(T)
v, shear at section
= 1.700 kips
v, shear at section
= 1.700 kips
PPlate, fOrCe L plate
= -0.100 kips
PPlate, force L plate
= -0.100 kips
Vplate, plate shear
= 1700 kips
vpiate, Plate shear
= 1.700 kips
Bolt Design
BOLT DESIGN OK
N, Number of bolts
= 2
a'
= 2.110 in
Bolt Designation
= A307
b'
= 1.1255 in
dB, bolt diameter
= 0.625 in
Ff, due to gravity
= 0.050 kips
r„/52,,, shear capacity
= 3.7 kips
Ff, due to lateral
= 0.050 kips
r„/i2, tension capacity
= 6.9 kips
TB, bolt tension
= 0.050 kips
Endplate Design
ENDPLATE DESIGN OK
tP, plate thickness
= 0.500 in
S ratio
= 0.850
p, tributary width
= 5 in
p
= 256.946
F, tensile stress
= 65 ksi
a'
= 1.000
FY, yielding stress
= 50.0 ksi
tm;n, min. thickness
= 0.025 in
Weld Design (E70X)O
WELD DESIGN OK
Weld
= 0.125 in
f„ due to gravity
= 0.061 ksi
f„ due to lateral
= 0.061 ksi
a, req'd weld size
= 0.004 in
PRELIMINARY
ON EACH SHEET OR ON
UNLESSSEAL
ED
COVERSHEET
Job: Z~3oLS~t+qoLT
^
'
Date: I.y<)`] By: C)E.J Job No.:
Q7,gQ.07 SH.:
IS
Classic Recreation Systems, INC_
d, depth of inember = 10.0 in
bt, width of inember = 4.0 in
t,„ material thickness = 0.188 in
pf, bolt dist. fr. edge = 1.250 in
Base Plate
Connection Location: Base Plate Center
Member Loads:
Gravity Loads:
P = 2.700 k
S = 0.101 k
M = 0.288 k-ft
Baseplate Properties
Baseplate width:
12.00 inch
Baseplate depth:
12.00 inch
Edge Distance:
1.5000 inch
Baseplate thickness:
0.5000 inch
Fillet Weld Thickness:
0.1875 inch
Fillet Weld Capacity:
2.78 kip/in
Bolt Specifications: Al
lowable Shear Load =
Allowable Tension Load =
Actual Bolt Tension:
Gravity:
Tact =
M * 12 inch / 10.5 / 2
Uplift:
Tact = M' 12 inch / 10.5 / 2
Column Size : 6" x 6"
Uplift Loads:
Comp. P = -1.200 k Ten.
S = 0.300 k
M = 1.100 k-ft
Bolt Properties:
Bolt Diameter: 0.625 inches
Bolt Type: A307
Number Bolts (top and bottom): 4
Fy (plate) = 50.0 ksi
Wind Inc. = 1.00
3.068 kips/bolt
6.136 kips/bolt
- P/4 =
+ P/4 =
0.929
kips/bolt
O.K.
O.K.
-0.510 kips/bolt
0.929 kips/bolt
< 6.136 O.K
kips/bolt
Gravity: Vact = 0.025 kips/bolt wind controls
Uplift: Vact= 0.075 kips/bolt 0.075 < 3.068 O.K.
kips/bolt kips/bolt
Plate Bending: Maximum Flange Force = 0.813 kips
Maximum Bolt Tensile Force = 0.929 kips
Maximum Plate Bending = 1.219 k-in Fb = 0.75 ' Fy * 1
Fb = 37.5 ksi
Sx(req.) = M/ Fb = 0.0325 inch^3
t (req.) = sqrt[ (6 * Sx) / b ] = 0.127 inch (O.K.)
Flange Welding:
Ff = 2.78 kip/in ' 24 inches = 66.72 kips (O.K.)
PRELIMINARY UNLESS SEALE1D ON EACH SHEET OR ON COVER SHEET L
Job: pd3Q (JU~OC.T Date: I.~/O7 By: DleN Job No.: a7;217'O7 SH.: 16
~
Classic Recreation
Systems,
INC.
FOUNDATION DESIGN Anchor Embedment
Pu = P'(1.7)'(2.0) (w/out special inspection, wind or seismic load only)
Pss = 0.9`Ab'(60ksi) (A307) Anchors
AP = P*r'(r^2 + h^2)^(1/2) h
Ap
oPC = it-X•4'Ap'(/'c)^(112)
Vu = V'(1.7)*(2.o) (w/out special inspection, wind or seismic load only)
Vss = 075`Ab`fut Inspection of Bolts N Wind/Seismic Increase N
~Vc =~800'Ab'X'(f'c)^(1l2) (where loaded toward an edge greater than 10 dia. away)
P(k)
0.93
(Tensile force) Anchor Bolt Dia. = 0.625 inches
Ab
0.307
(Cross-sectional area of anchor) Number of Bolts = 1
Pu (k)
3.16
(Required tensile strength with factored loads)
Pss (k)
16.57
(Design strength of anchors in tension)
Q
0.65
(Strength reduction factor)
Pc (psi)
2500
(compression strength of concrete)
1.00
(normal weight = 1, all-lightweight = 0,75, sand-lightweight = 0.85)
h(in)
8.00
(embedment length, 7(radius = h assuming 45 degrees from bottom)')
Ap (in"2)
284
(effective shear cone area)
Pc (k)
56.9
(Design tensile sirength)
V (k)
0.08
(Shear force)
Vu (k)
026
(Required shear sirength with factored loads)
/ut (ksi)
60
(Min. specified tensile strengih, assumed for A307 bolts & A108 studs)
Vss (k)
13.81
(Design s[renth of anchors in shear)
Vc (k)
12.27
(Design shear strength in concrete)
(1/~)"(Pu/Pc) = 0.09 < 1.0 (Pu/Pss)^2 + (VuNss)^2 = 0.04 < 1.0
(1/~)'((
PWPc)1(5/3)
+(VuNc)^(5/3)) = 0.01 < 1.0 (1/Q)(VuNc) = 0.03 < 1.0
PRELIMINARY
UNLESSSEALED ON EACH SHEET OR ON
COVERSHEET
Job: ~SX37-D ✓AO Lt
Date: 107 BY: j)EJJ Job No.:
-
p7ac{.0-] SH.:
I~
Classic Recreation Systems, INC.
FOUNDATION DESIGN Caisson Footing
Description/Location of Footing:
Allowable Soil Bearing
Allowable Lateral Bearing
CHECK LATERAL BEARING CAPACITY
Ph
d= 425xS36
2.34 P
A=
Slb
Load due to wind or seismic? (Y/N)
M, moment in column
P, lateral load = M! h
h, dist. from ground to "P"
d, depth of footing
b, diameter of footing
Allowable lateral bearing
18C, Section 1804.3.1
Structure adversely aflecfed by...
...'/z"mofion @ ground suAace?
2 x allowable lat. brg.
S3, allowable lateral bearing based.
...on depth of embedment
Allowable lat. brg. w133% increase
Columns w/D.L. & W.L.
= 1500 psf
= 100 psf/ft
N
= 1.01 kip-ft
= 135 Ibs
= 7.Sk
= 3.00 k
= 1.50 fl
= 1001bs/ft"2
N
= 200.0 Ibs/ft"2
= 6001bslft^2
= N/A Ibslft^2
A =
Req'd "d" = 2.184 ft <
DIAMETER OF PIER =
DEPTH OF CONCRETE FOOTING =
CHECK STRESSES OF CONCRETE PIER
f, compressive strength of concrete
Moment due to wind or seismic?
S, section modulus of conc. pier
f, stress in plain concrete pier = M/S
f„ allowable tension = t.s x(Pc)^('/z)
f„ increased for wind or seismic
0.350
3ft
O.K.
18.00 in
3.00 ft
2500 psi
N
573 in "3
21 psi.
80 psi.
107 psi.
O. K.
CHECK VERTICAL BEARING CAPACIN
P(LI.), graviry load =
3.500 kips
Allowable brg. at min. depth =
1500 pst
Increase for depfh? (Y/N)
V
Allowable brg. w/ Increase for depth =
2700 psf
Allowable brg. value at bottom of pier =
2100 psf
A, bearing area at bottom o( pier =
1]67 sq. ft.
qs, gravity load soil pressure =
1981 psf.
O.K. - WITHOUT SKIN FRICTION
Allow. skin friction =(Allow. Brg.) / 6 = 350 psf
Skin surface (excluding top 1) = 9.425 sq. R.
Skin friction = 3.299 kips
NOT USED
CHECK UPLIFT CAPACITY. IF APPLICABLE
F, total wind uplift load =
12 kips
Allow. brg. value at bottom of pier =
2100 psf
Allow. skin friction =
350 psf
Skin surtace (excluding top i') =
9.425 sq. ft.
Skin friction =
3.299 kips
Remove earth loads from uplift cap.7 =
N
Dead load of pier =
0.769 kips
Dead load of earth =
2.902 kips
Total dead load =
3.670 kips
O.K.
PRELIMINARY UNLESSSEALED ON EACH SHEFT OR ON COVERSHEET
Job: ~-r3aDLi (a Date: )1I07 By: IDF10 Job No.: a 72 G'67 SH.: L
Classic Recreation Systems, INC.
SPREAD FOOTING W/ COLUMN CENTERED IN FOOTING
DEAD LOAD MOMENT RESISTANCE AGAINST OVERTURNING SOIL PRESSURE
Applied Overturning Moment (uplifl)
= 1.01 ft-kips
Allowable Soil Pressure
Applied OveAUrning Moment (gravity)
= 029 k-kips .
Increases for Width OR Deplh
D.L. of SUUCWre
= 0.50 kips
Allowable S. P. w/ Increases
L.L. of Structure
= 3.00 kips
Wind or Seismic (increase)? (YIN)
Lenglh of Footing
= 325 feet
S.P. w/ 33 % Increase
Width of Footing
= 325 feet
Applied Overtuming Moment
Thickness of Footing
= 18 inches
D.L. of Siructure
Dead Load of Footing
= 2.3766 kips
Footing 0.L.
Volume of Earth on footing
= 0.0 cu, ft.
Slab on Grade (y or n)
N
Slab Widih Induded
= 0 ft
Total Verf. Load
Thickness of Slab
= 0 inches
e' _(Mr - OTM) / Total Vert. Load
'
Dead Load of Slab
= 0.00 kips
e= I/ 2- e
Dead Load of Earth
= 0.000 kips
1/6 =
Total D.L.
= 2.877 kips
RESULTANT IN MIDDLE 1/3
D.L. Resisting Moment
= 4.67 ft-kips
S.P. = P/A+/- M/S
Required Factor of Safery
= t5
DL+WL Soil Pressure
F. of S. Against Overturning
= 4.6
DL+LL SoilPressure
DEAD LOAD RESISTANCE AGAiNST UPLIFT
Applied Uplift Load - Total Wind
= 1.20 kips
D.L. of Structure
= 0.5 kips
Volume of Earth in 30 degree Cone
= 8.5 cu. k.
Dead Load of Earih
= 0.845 kips
Dead Load of Footing
= 238 kips
Earth Load included Y
= 0.845 kips
Total Dead Load Resistance
= 3722 kips
F. of S. Against Uplift
= 3102
O.K.
Depth of Footing Below Grade = 18 inches
LENGTH OF FOOTING:
3.25 feet
WIDTH OF FOOTING:
3.25 feet
THICKNESS OF FOOTING:
18 inches
REINFORCING:
2 -#4
,
both ways
= 1500 psf
= 0.1
= 1650
= N/A psf
= 1.01 ft-kips
= 0.5 kips
= 2.377 kips
uplift
9ravily
= 2.877 kips
5.88 kips
= 1274 feet
0.75 feet
= 0.351 feef
0.88 feet
= 0.542 feet
0.54 feet
= 448.9 Psf
O.K.
= 1615.0 psf
O.K.
FOOTING REINFORCING
fc = 2500 psi
fy = 40000 psi
d = 15.5 inches
M, Moment
Mu, Ultimate Moment ='I J M
Assume a one foot sirip
Mu, = 1.7 M/ W idth of Footing
Beta
Phi
rho,balanced
m
14.1 psi = Rn
rho, Req'd.
Req'd. As
Total As Req'd.
Total As Req'd- (W ind or Seismic)
USE: 2 4 As
1397 ft.-kips
5776 ft.-kips
1777 ft.-kips
0.85
0.85
0.031
18.824
0.014 ksi
0.0004
0.066 sq. in. / ft
0.214 sq.in.
0.161 sq, in.
0.393 sq.in.
PRELIMI::L H SHEET OR ON COVER SHEET
Job: O'~3 a ~~iJ Job No.: Q~aR•07 SH.: ~
Systems, INC.
sme=vxLs
NOTE: STRUCTURE(S) SHALL NOT BE MODIFIED OR ALTERED
WITHOUT PRIOR WRITTEN PERMISSION FROM CLASSIC RECREATION
SYSTEMS, INC. STRUCTURAL CALCULATIONS FOR THIS STRUCTURE
DO NOT ALLOW FOR ANY ADDITIONAL LATERAL LOADS FOR
ADDED WALLS OR STRUCTURES CONNECTED TO THIS UNIT.
~ $ ~
SEE MID
BEAM DETAIL
SEE COLUMN
DETAIL
PLAN VIEW 8'X32'
22 GA CORRUGATED
STEEL ROOF
8"X4"X.188 HSS
MID BEAM
io"X4"X.188 HSS
PERIMETER BEAMS
: FASCIA
:TION
8"X4"X.120 HSS
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6"X6"X.188
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DUGOUT MODEL
NTS
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DEC 12 2007
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END ELEVATION 8'X32' DUGOUT MODEL
NTS
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I CENTER OF FOOTING,
BASE PLATE & COLUMN
TYP - SEE FOOTING
FOR A-BOLT LAYOUT
-IN
LAYOUT PLAN 8'X32' DUGOUT MODN s
~
DEC 12 2001
0~0~0
~,sq J
8"X4"X.188 HSS
MID BEAM
HAND HOLE -
1 /8'.
8"X4"X.120 HSS
RAFTER BEAM
(2) NUTS w/ FACE
PLATE TACK WELD
MID / RAFTER BEAM PLAN
NTS
8"X4"X.188 HSS
MID BEAM
HAND HOLE
1/8„
8"X4"X.120 HSS
RAFTER BEAM
(2) Nl
PLATE T
MID / RAFTER BEAM DETAIL
rvrs
(2) A307 BOLTS
w/ BEAM END PLATE
(2) A307 BOLTS
w/ BEAM END PLATE
c;
35008
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DEC 12 2U0 ~ ~S
si 9~T,
(2) %8" A307 BOLTS w/ TACK WELD HEADS
TO BACK OF Y2" BEAM END PLATE
IC"X4"X.188 HSS
PERIMETER BEAM
y4" REINFORCING PLATE
WELD TO INSIDE OF COLUMN
1/8"
(2) 5/e' NUTS/FW
6"X6"X.188 HSS COLUMN
(2) 5/e' NUTS/FW
PLAN VIEW / RAFTER / COLUMN CON
1/8"
8"X4"X.120 HSS
RAFTER BEAM
(2) %e' A307 BOLTS
w/ TACK WELD HEADS
TO BACK OF Yi'
BEAM END PLATE
)ETAIL
NTS
04
DEC 1 2 2s1
'/4" REINFORCING PLATE
WELD TO INSIDE OF COLUMN
22 GA CORRUGATED
STEEL ROOF PANEL w/ (1) # 12 X 1"
HEX TEK @ EVERY OTHER VALLEY
(2) 5/" NUTS/FW
12
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~
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w/ TACK WELD HEADS
TO BACK OF Yz"
BEAM END PLATE
1 /fi"
RAFTER FASCIA SECTION
NTS
DEC 12 701 07
ADJUST FTG. DEPTH FOR
LOC°1 FROST CONDITIONS12 X12 )(Y2
~ BASE PLATE
COLUMN
~ q-BOLT
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BASE PLATE PLAN N~ W
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DEC ? 2 2UU7
PERMIT NO: ~7~143 ISSUED: 10/23/2007
JOB ADDRESS: Paramount Park EXPIRES: 04/20/2008
DESCRIPTION: R&R 260.1in. ft 6 foot chain link + 6' tall posts
CONTACTS gc 303/772-3819 02-1720 Ideal Fencing Corp.
owner 303/205-7553 Maak Ruote City of Wheat Ridge
PARCEL INFO ZONE CODE: UA USH: UA
SUSDIVISION: 0676 BLOCK/LOT#: 0/
FEE SUMMARY ESTIMATED.PROJECT VALUATI .00
FEES
No Fees .00 . TOTAL **.00 . '
Comments
subject to field inspection
contractor must renew license
I hereby cer[ify that [he eeCDack dietancea proposed by thie permit application aze accuzate, and do not violate applicable
ordinances, rules or regulation8 of the City of Wheat Ridge or covenante, eaeements oz restrictions of record; that all
measurements shown, and allegatiof+s made are accurate; that I have read and a9ree to abide by all conditions printed on thie
applica[ion and tfiat I aeeume fu1lYesponai611i[y for wmpliance with the wheat Ridge Building Code (I.B.C) and all other
apolicah,le/qheat Ridge Ordinances, fo2 work under Chis permit. Plana subject to field inepection. .
Si a re of con2Fac[or/owner / M=e 1. is permit was issued in accordance with the provieiona eet forth in your application and is eubject to the lawa of the
State of Colorado and to the 2oning Regulatione and Building Codee of whea[ Ridge, Colorado or any other applicable
ozdinances of the City.
2. This permit ahall expire 180 daye from the iseue date. Requeste foz an exteneion must be received pzior to expiration
date. An exteneion may be granted at the diecretion of the Huilding Official.
3. if thie permit expizea, a new pemit maybe acquired for a fee of oce-half the amount noxmally required, provided no
changes have.been or will be made in the ori91na1 plana and apecificatione and any auspeneion or abandonment has not
exceeded one(1) year. If changee have been or if euepeneion or abandonment exceeda one (1) yeaz, full fees ahall
be paid for a new permit.
4. No work of any menner ehall be done that will change the natural flow of water causing a drainage problem.
5. Contractor shall notify the Huilding Inepector twenty-four (24) hours in advance for all inapectiona and ahall receive
writ[en approval on inapection card before proceeding wSth aucceeeive phasee of the job.
6. The issuance of a pemit or the approv of drawinge and epecificationa shall not be conetrued to be a pemit for, nor
an approval of, any vijlation y~ Jt~e viaione of the building codee or any other ordinance, law, rule or regulation.
~ ePectione.
All plan review ie eub ect to~f
Signature of Chief Building Off# ial date .
INSPBCTION REQUSST LINE: (303)234-5933 BUILDING OFFICE: (303)235-2855
REQUESTS MUST SE MADE BY 3PM ANY SUSINESS DAY FOR INSPECTION THE FOLLOWZNG BUSINESS DAY.
Page 1 of 1
Christine Ruote
From:
Mark Ruote
Sent:
Tuesday, October 23, 2007 10:44 AM
To:
Christine Ruote
Subject:
fence permit
Chris,
Info as follows;
Paramount Park 10010 w 29th Ave.
Ideal Fence
6' tall x 260' of fence chain link replacement
R and R(8) 6' tall metal posts
I told him to come in around 2PM.
Thanks
3tar:: Ruote
City of Wheat Ridge
Parks Project Coordinator
9110 w 44th Ave.Wheat Ridge Co 80033
ph 303-205-7553
cel I 720-244-3306
fax 303-467-5901
e-mail mruotc(r'ci.wheah-idge.co.us
wi,.r.ci aheatudgeco.us
10/23/2007
Page 1 of 1
Christine Ruote j Go) O w' a~ ~J.~
t / ~
From:
John Schumacher
Sent:
Friday, January 04, 2008 12:46 PM
To:
Mark Ruote
Cc:
Christine Ruote
Subject:
Paramount Dugouts
Mark,
I have reviewed the engineering info that you dropped and it looks good. We should probably
issue you a no fee permit for the dugouts and have Kirk do a final inspection to close it out at
the time of completion. Call or write if you have any questions. Thanks.
John C. Schumacher, Jr., CBO
Chief Building OEficial
Ciry of Wheat Ridge
7500 W. 29th Avenue
Wheat Ridge, CO 80033
(303) 235-2853 Office
(303 235-2857 Fax
jschaiTVtclici (d)ci_ti'hcatnclgc_c u u_s
1/4/2008