HomeMy WebLinkAboutB15-1308July 1, 2015
Re: Building Permit # B 1'5-1308 Plan Check #I (Single Story Private Garage — Nate Burgess)
To Building Official/Inspector,
Thank you for your review and comments of this building. Below is a summary of responses to
help you in your 2nd review:
General Comments:
1- We have added a full description of codes on sheet 1 on the plans.
2- A code analysis was provided on the cover sheet of the plans.
3- A scope of work was added to the cover sheet.
Structural Comments:
1- The structural calculations have been updated to 2013 CBC & ASCE 7-10
2- Anchor bolt calculations were updated on the final page of the calculations. Anchor bolt
size, distance and embedment depth are show on detail on page 3 of plans.
3- Compressive strength of concrete has been updated to 3000 psi on the plans.
4- Slab design has been updated to be poured monolithically with footings. We have also
added a dowel from slab into footing — see detail on page 3 in plans.
5- Special inspection note was added to cover sheet of plans.
Please let me know if you have any question.
Sincerely,
"'t MAE "Wazri'll-IM
Mitch Mortensen, P.E.
Spectra Group, Inc.
435-272-4362
BUTTE
COUNTY
0 6, -2015
r)EV"PMENT
SERVICES
Pf RMIT #_
BUTTE COUNTY DEVELOPMENT SERVICES
t REVIEWED FOR
®� COMPLI DATE
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www.spectragfoup.us Civil & Structural Engineering
i
Structural Calculations for
Metals Direct, Inc.
6771 Eastside Road
Redding CA, 96001
Nate Burgess
0 Granite Ridge Rd.
Concow, CA 95965
(Butte County)
BUTTE
COUNTY
'111! 0 g ?Cli5
40'x 80'x 16'-0" Building
:DEVELOPMENT (2'-11 1/2" O.C. Frame Spacing)
SERVICES
Prepared By:
Mitch Mortensen, P.E.
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CO E COMPL
DATE I B
1 1
2320 Greystone Dr.
Job Name:
Nate Burgess
St. George, UT 84790
Job #
12-003-211
P: 435272-4362
Designer
MCM
Date:
7/1/2015
TABLE OF CONTENTS
SECTION and DESCRIPTION PAGE NO.
PAGE NO
1.0
Design Criteria ____—__—_—____________
3
1.1
Design Codes and References ______________________
3
1.2
Design Loads __—__ _______________
3
1.3
Design Materials and Stresses ______________________
3
2.0
General Notes _________e__--__---_—_
4
2.1
Concrete Specifications _________—____________
.4
2.2
Concrete Reinforcing Specification ____—__—______________
4
2.3
Soil Specifications _______________—______
5
2.4
Steel Specifications ____________________—_
5
3.0
Structural System -----------------------
5
3.1
Roof System -----------------------
5
3.2
Wall System ......................
5
3.3
Floor System - __—_____—______________
5
3.4
Foundation System __—_—__—_______________
5
4.0
Design Parameters _________________________
6
5.0
Structural Loads ---------------------
7
5.1
Frame Loads ----------------------
7
5.2
Lateral Loads Wind -----------------------8
5.3
________—____________
Lateral Loads Seismic -----------------------
9
6.0
Structural Analysis ______—__—____________
10
6.1
Frame Design & RISA Analysis __________--------- ------ 11
6.2
Roof Sheet & Purlin Design -----------------------
17
6.3
Roof Diaphram Design ____________—_—_______
18
6.4
Shear wall Design ___________--_—__e____
18
6.5
Screw Design _______—___________e__
19
6.6
Holdown & Anchorage -----------
19
6.7
Footing Design -----------------------------
20
7.0
Connections ------------------------------
21
8.0
Special / Hand Calculations ------------------------------
22
Special / Hand Calculations ------------------------------
23
2320 Greystone Dr. Job Name: Nate Burgess
St. George, UT 84790 Job # 12-003-211
liz
P:435272-4362 Designer MCM
Date: 7/1/2015
1.0 DESIGN CRITERIA:
1.1 DESIGN CODES & REFERENCES
2013 Edition of the California Building Code
• 2013 Edition of the California Residential Code
• 2013 Edition of the California Green Building Standards
• ASCE 7-10
• Steel: Allowable Stress Design, Ninth Ed. (AISC)
• Concrete: Reinforced Concrete Design Handbook (ACI)
• Ultimate Strength Design Handbook (ACI)
1.2 DESIGN LOADS
Dead Load: Structure Weight
Live Load: CBC Sec. 1607 (Or Provided by Jurisdiction)
Wind Load (3 -sec): 110 mph
Wind Exposure: C
Site Class: D
Roof Snow Load: 37 psf (minimum roof LL = 20 psf) }
1.3 DESIGN MATERIALS & STRESSES
Steel Tubing Manufactured per ASTM -A500
Carbon Steel 16-22 Gauge — cold rolled steel
16-7 Gauge — hot rolled steel
Hot Dipped Galvanized AISI-General & AISI NAS
Bolts Anchor*Bolts: ASTM A-36 or better
Machine Bolts: ASTM A-307 or better
Reinforcing Steel ASTM A -615-76A
Grade 40: #4 Bars and smaller
Fy = 40,000 psi
Grade 60: #5 Bars and larger
Fy = 60,000 psi
Concrete Normal Weight F'c = 2500 psi in 28 days
Soil Foundations have been proportioned based on
an allowable soil bearing value of 1000 psf (with
1/3 increased for seismic) in accordance with
2013 CBC/CRC.
Job Name: Nate Burgess
Job # 12-003-211
Designer MCM
2.0 GENERAL NOTES:
2.1 CONCRETE SPECIFICATIONS
1 All concrete shall be normal weight and attain a minimum compressive strength of
2500 psi in 28 days. All concrete edges, corners, and intersections shall be tooled or
chamfered 1" whether or not shown on the drawings.
2 The maximum concrete slump shall be: Slabs 3" + or —1"
All other work 4" + or — 1"
3 The minimum cement content shall be 5'/z sacks per cu. yard and shall be a
standard brand type II, low alkali, per ASTM C-150.
4 Any water reducing agents added shall be used to reduce.the water/cement ratio.
5 Aggregate shall conform to ASTM C-33. Maximum aggregate size shall be 1" U.N.O.
Use %" aggregate for slabs on grade.
6 Anchor bolts to be full diameter, cut thread made from ASTM A-36 steel by an
American manufacturer and installed per "Lateral Requirements" on the following
pages.
7 Curing: Freshly deposited concrete shall be protected from premature drying and
excessively hot or cold temperatures, and shall be maintained with minimal moisture
loss at a relatively constant temperature for the period of time necessary for the
hydration of the cement (typically 7 days).
8 Special Inspection is NOT required for the footing concrete.
2.2 CONCRETE REINFORCING SPECIFICATIONS
1 All reinforcing steel shall be continuous. Splices in reinforcement shall NOT be made
at or near points of maximum stress. Splices shall be lapped not less than 30 bar
diameters and in no case less than 24". Reinforcing bars shall have minimum bend
radius of 6 times the bar diameter. Bars shall not be heated to facilitate bending.
Once bent, steel shall not be straightened.
2 Reinforcing bars to be deformed bars conforming to AISI-General & AISI- NAS
#3 & #4 Grade 40
#5 & larger Grade 60
3 All reinforcing steel shall be accurately positioned and adequately tied using proper
chairs and bolsters. Nails in wall or stern wall forms will not be acceptable. Supports
and chairs placed against exposed surfaces shall be galvanized or provided with
plastic feet.
4 Concrete cover over reinforcing is required as follows:
4
3" ---------- concrete is exposed to and cast against earth
2" --------- concrete is exposed to earth but cast against formwork
1 %"---------- concrete is not exposed to earth or weather
2.3 SOIL SPECIFICATIONS
1 Minimum required soil bearing (DL + LL) to be 1000 psf.
2 Expansive index (assumed* / from report)
*verification may be required by building official
3 It is recommended that on building sites exhibiting characteristics of instability, a soils
investigation be performed (unless waved by the local building review agency). Any
deviation from the design values shall be brought to the engineers' attention.
4 All required fill and backfill shall be compacted to at least 90% of maximum density
unless otherwise noted on a soils report.
2.4 STEEL SPECIFICATIONS
1 All structural steel plates, bars, angles and channels shall conform to ASTM A36
Standards.
2 All steel tube products shall be manufactured per AISI - General & AISI-NAS
Grade A - 1008 and 1010 Carbon Steel
Grade B - 1010 thru 1022 Carbon Steel / 15 gauge and heavier
Grade C —1015 thru 1022 Carbon Steel / 15 gauge and heavier
3 Carbon Steel used shall conform to the following:
16 gauge — 22 gauge (cold rolled steel)
16 gauge — 7 gauge (hot rolled steel)
4 Wall thickness:
Cold rolled tubing (see AISI - General & AISI-NAS)
Hot rolled tubing (see AISI - General & AISI-NAS)
5 Bending Radius: (Minimum workable)
21/2 to 3 times the outside diameter (round)
3'/2 to 5 times the outside dimension (shapes)
3.0 STRUCTURAL SYSTEM:
3.1 ROOF SYSTEM Steel decking over steel tube standard truss
Diaphragm will be considered flexible for
calculation purposes.
3.2 WALL SYSTEM Ordinary moment resisting frame, horizontal
metal decking.
3.3 FLOOR SYSTEM Slab on Grade .
3.4 FOUNDATION SYSTEM Anchor Bolts
A
4.0 Design Perameters:
Building Dimensions
Width 40 ft
Length 80 ft
Eave Height 16 ft
Frame Spacing 2.9 ft
Post
Number of Posts in Transverse Direction
Number of Posts in Longitudinal Direction
Elbow Connection
Brace Horizontal Length (When Applicable)
Brace Vertical Length (When Applicable)
Soil Type: -
r
Foundation. Type:
Slab Thickness
Concrete Density
Footing Width
Footing Depth
Anchor Type
Roof Sheathing
Roof Sheathing Gauge
Roof Purlin Spacing
Wall Sheathing
Wall Sheathing Gauge
6
Job Name:
Nate Burgess
Job #
12-003-211
Designer
MCM
Date:
7/1/2015
Roof Rise
3
Roof Run
12
Peak Ht.
21 ft
2
29
18 in
18 in
Soft
Slab On Grade
4 in
150 pc.
12 in
12 in
Anchor Bolts
Energy Rib -
29 GA
2.5 ft o.c.
29 GA
6
Job Name., Nate Burgess
M Job # 12-003-211
Designer MCM
Date: 7/1/2015
5.0 Structural Loads
Governing Load Combinations Used (CBC 1605.3 Load combindations using allowable stress design)
D+LLr Equation 16-10
D+(W or 0.7E) Equation 16-12
D+0.75(W or 0.7E) + 0.75LLr Equation 16-13
5.1 Frame Load Summary
Vertical Loads on Single Frame
w = (LLr+DL) x frame spacing
Lateral Loads on Single Frame
W= Wind x frame spacing
E = Seismic x frame spacing
643.7
.w= 112 pif
89.3 w (Reduced Snow)
W = 644 Ib Sect 5.2
E = 131 Ib Sect 5.3
Holdown: 257.5 Ib
Note: Lateral System = Frames Perpendicular & Shear Walls Longitudinal
Job Name: Nate Burgess
� Job # 12-003-211
Designer MCM
Date: 7/1/2015 .
1 Story
5.2Wind Loads: Based on ASCE 7-10 Method 1
Design Criteria Design Information:
Roof PitchVertical 3 Length of Analyzed. Section: L= 80 ft
Horizontal 12 Width of Analyzed Section: W= 40 ft
0: (degrees) 14.03 Roof Eave Height H= 16 ft
Exposure C Roof Peak Height hp= 5 ft
Wind 3 Sec. Gust Speed: 110 Roof mean Height h= 18.5 ft
a a= 7.4 ft
Horizontal (PSF) Vertical (PSF) 2a not less than 3) 2a= 14.8 ft
A" 35.427 E -33.957 Eoh -47.5
B -11.76 F -22.197 Goh -37.2
C '23.52 G 23.52 Roof Dead load DL= 2 psf
Roof Live Load LL= 37 psf
D -6.762 H -16.905
Wind Loads:
hp wrrd wrr� 2a
wrr
H/2 wrrc wrr L
W wrre
Transverse (Perpendicular to ridge): Roof Wind Pressure (D): wrrd= 33.81 plf
Wall Wind Pressure (C): wrrc= 188.2 plf
Diaphragm Load (C+D) wrr= 222 plf
End Roof Load (B*2a*hp): wrreb= 870.2 Ib
End Wall Load (A*2a*H/2): wrrea= 4195 Ib
End Wall Load (A+B): wrre= 5065 Ib
Max Shear at Wall: Vrrw= 13944 Ib
wrge.
hp 2a
wrgc
H/2 wrgc W
2a
L wrge
Longitudinal (Perpendicular to Gable): Wall Wind Load (C): wrgc= 247 plf
Additional Wind Pressure (A): wrge= 35.43 psf
End Wall Load (13*2a): wrre= 118.4 Ib
Max Shear at Wall: Vrrw= 5058 Ib
r;1
Job Name:
Nate Burgess
Job #
12-003-211
Designer er
ate •
MCM
7/1/2015
Continued - Lateral Analysis 2013 CBC/CRC
1 Story
5.3 Seismic: Based on ASCE 7-10
Eq. Lateral Force Procedure
Design Criteria
Length of Analyzed Section:
L= 80 ft
Roof Live Load
LL= -
37 psf
Width of Analyzed Section:
W= 40 ft
(20% LL if over 30)
LL20=
7.4 ' psf
Roof Eave Height,
H= 16 ft
Roof Weight
Wr=
30080 Ib
Roof Dead load
DL= 2 psf
Site Class
D
Sds: (2/3*Fa*Ss)
0.663
Fa:
1.15
Shc:(2/3*Fv*S1)
0.337
Fv:
1.86
Resp. mod factor Trans
Rt=
3
Ss:
0.865
Resp. mod factor Long
RI=
3
S1:
0.272
Importance factor
1=
1
Criteria on following page
Seismic Response co. Tran (Sds/R/1)
Cs=
0.221
Seismic Response co. Lon Sds/R/1)
Cs=
0.221
Seismic Loads:
hp.
Vwt 4 H/2 4 L Vwt=
90.19 Of
VV
Transverse (Perpendicular to ridge): Roof Diaphragm Weight:
Wd=
30080 Ib
Wall Weight (both sides):
Ww=
2560 Ib
Seismic Base Shear:
Vbr=
7215 Ib
Maximum Diaphragm Shear:.
Vrmax=
3608 Ib
Jhp
Vwt
H/2 w
Vwt=
173.3 plf
L
Longitudinal (Parallel with ridge):
Roof Diaphragm Weight:
Wall Weight (both sides):
Wd=
Ww=
30080 Ib
1280 Ib
Seismic Base Shear:
Vbp=
6932 Ib
Maximum Diaphragm Shear: V max=
3466 Ib
■
6.0 Structural Analysis
ob Name: Nate Burgess
ob # 12-003-211
>esiener MCM
10
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-.09k/ft s ft
-.09k/ft M9A ^ A �S`O ?i<p 1 4- ti122 ft
09kk/ft�� \ 0 M2y A' 2
3 M11 M10 M27 M23 M24
N N1B N1E N1C N14 N11 18
m
N1D N12 i
c
N1 N18
Loads: BLC 1,
Results for LC 1, live toad
May 27, 2015 at 7:51 AM
Truss40-MEGAweb.r2d
11
i
Company May 27,'2015
Designer 7:51 AM
Job Number : Checked By:
Member A/SC ASA Steel Code Checks (By Combination)
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0
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30
33
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28.804
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7.247
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H1-1
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30
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3x2x 14Ga
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0
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0
25.315
30
33
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Hl -2
16
1
M16
3x2x14Ga
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0
28.804
30
33
1.541-.85
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1
M17
3x2x14Ga
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7.247
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7.247
13.443
30
30
1.163 .85
Hl -1
18
1
M18
2x2x14Ga_...
.053
0
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0
17.508
30
33
1.75 .6
1-12-1
19
1
M19
2x2x14Ga_...
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0
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0
19.746
30
33
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20
1
M20
2x2x14Ga_...
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0
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0
24.056
30
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21
1
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5.682
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30
33
1 .85
H1-1
22
1
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30
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0
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30
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1.75 .6
1-12-1
25
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0
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23.114
30
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1.75 .6
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26
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0
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0
21.895
30
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1.75 .6
1-12-1
27
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M27
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.211
5.813
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0
16.606
30
30
1.75 .6
1-12-1
Member Section Forces
LC Member Label Sec Axial[k] Shear[k] Moment[k_]ft
1
1
Ml
1
1.858
-.062
0
2
2
1.858
-.062
.201
3
3
1.858
-.062
.401
4
4
1.858
-.062
.602
5
5
1.858
-.062
.802
6'
-1
M2
1
.603
.325
.802
7
2
.603
.325
.559
8
3
.603
.325
.316
9
4
.603
.325
.072
10
5
.603
.325
-.171
11
1
M3
1
-.169
.664
-.171
12
2
-.174
.641"
-.339'
13
3 -
-.18
.619
-.502
14
4
-.185
.596
-.658
• 15
5
-.191
.574
-.809
16
1
M5
1
4.395
.298
.288
17
2
4.353
.14
-.109
18
3
4.311
-.017
-.221
19
4
4.269
-.175
-.047
20
5
4.227
-.332
.412
21
1
M6
1
-.907
0
0
22
2
-.907
0
0
23
3
-.907
0
0
24
4
-.907
0
0
25
5
-.907
0
0
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Company May 27, 2015
Designer 7:51 AM
Job Number : Checked By:
Member Section Forces (Continued)
I (: �Aomhcr I �F�ol Cor Avi�if41 CY�o�rf41 Mmm�n}�4_Rl
26
1
M7
1
1.276
0
0
27
2
1.276
0
0
28
3
1.276
0
0
29
4
1.276
0
0
30
5
1.276 '
0
0
31
1
M9
1
1.313
0
0
32
2 •
1.313
0
0
33
3
1.313
0
0
34
4
1.313
0
0
35
5
1.313
0
0
36
1
M8
1
6.839
.046
-.809
37
2
6.807
-.078
-.787
38
3
6.775
-.201
-.589
39
4
6.742
-.325
-.215
40
5
6.71
-.449
.335
41
1
M9A
1
5.825
.3
.335
42
2
5.79
.153
-.044
43
3
5.754
.007
-.178
44
4
5.719
-.139
-.067
45
5
5.684
-.285
.288
46
1
M10
1
-5.128
-.007
0
47
2
-5.128
-.007
.012
48
3
-5.128
-.007
.025
49
4
-5.128
-.007
.037
50
5
-5.128
-.007
.05
51
1
Mil
1
-6.547
.006
.05
52
2
-6.547
.006
.037
53
3
-6.547
.006
.025
54
4
-6.547
.006
.012
55
5
-6.547
.006
0
56
1
M12
1
1.099
0
0
57
2
1.099
0
0
58
3
1.099
0
0
59
4
1.099
0
0
60
5
1.099
0
0
61
1
M13
1
-.568
0
0
62
2
-.568
0
0
63
3
-.568
0
0
64
4
-.568
0
.0
65
5
-.568
0
0
66
1
'M 14
1
1:858
.062
0
67
2
1.858
.062
-.201
68
3
1.858
.062
-.401
69
4
1.858.
.062
-.602
70
5
1.858
.062
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71
1
M15
1
.603
=.325
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72
2
.603
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-.559:
73
3 .
.603
-.325
-.316
74
4
.603
5
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75
5
.603
-.325
.171
76
1
M16
1
-.169
-.664
.171
77
2
-.174
-.641
.339
78
3
-.18
-.619
.502
79
4
-.185
-.596
.658
80
5
-.191
-.574
.809
81
1
M17
1
4.395
-.298
-.288
-.14
.109 .
82 2 4.353
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Company May 27, 2015
Designer 7:51 AM
Job Number : Checked By:
Member Section Forces (Continued)
I (: �Acmhcr I �hcl Qc Avi. I rLl CL.norfLl RAnmerdrl, Nl
83
3 •
4.311
.017
.221
84
4
4.269
.175
.047
85
5
4.227
.332
-.412
86
1
M18
1
-.907
0
0
87
2
-.907
0
0
88
3
-.907
0
0
89
4
-.907
0
0
90
5
-.907
0
0
91
1
M19
1
1.276
0
0
92
2
1.276
0
0
93
3
1.276
0
0
94
4
1.276
0
0
95
5
1.276
0
0
-96
1
M20
1
1.313
0
0
97
2
1.313
0
0
98
3
1.313
0
0
99
4
1.313
0
0
100
5
1.313
0
0
101
1
M21
1
6.839
-.046
.809
102
2
6.807
.078
.787
103
3
6.775
.201
.589
104
4
6.742
.325 •
.215
105
5 .
6.71
.449
-.335
106
1
M22
1
5.825
-.3
-.335
107
2
5.79
-.153
.044
108
3
5.754
-.007
.178
109
4-
5.719
.139
.067
110
5
5.684
.285
-.288-
.288-111
ill
1
M23
1
-5.128
.007
0
112
2
-5.128
.007
-.012
113
3
-5.128
.007
-.025
114
4 -
-5.128
.007
-.037
115
5
-5.128
.007
-.05'
116
1
M24
1.
-6.547
-.006
-.05'
117
2
-6.547
-.006
-.037
118
3
-6.547
-.006
-.025
119
4
-6.547
-.006
-.012
120
5
-6.547
-.006
0
121
1
M25
1
1.099
0
0
122
2
1.099
0
0 .
123
3.
1.099
0
0 .
-124
4
1.099
0'
0
125
5
1.099
0
0
126
1
-M26
' 1
-.568
0,
0
127
2
-.568
0
0
128
3
-.568
0
0
129
4
-.568
0
0
130
5 '
-.568
0.
0
131
1
M27
1
-3.631
0
0
132
2
-3.631
0
0
133
3.
-3.631
0
0
134
4
-3.631
0
0
135
5
-3.631
0
0
RISA -2D Version 8.0.2 [Z:\...\...\2012\12-003-000 -Metals Direct\Engineering\Truss40-MEGAweb.r2d] Page 3
14
z
r
Loads: BLC 1,
Results for LC 1, live load
May 27, 2015 at 7:59 AM
Truss40-MEGAweb.r2d
15
Company May 27, 2015
Designer 8:00 AM
Job Number : Checked By:
Member A/SC AS® Steel Code Checks (By Combination)
1 r- Momhcr 1Zh... I IC KAw 1 -roi Cher I Ir I n rfu Cnr4ei1 Cfrlreil Chri-n rh /`m C-
1
1
M1
3x2x14Ga
.850
13
.011
0
4.181
30
30
1.75 .6
H2-1
2
1
M2
3x2x14Ga
.870
0
.066
0
25.315
30
33
2.172.454
H1-2
3
1
M3
3x2x14Ga
.946
1.031
.215
0
28.804
30
33
2.112.474
H1-2
4
1
M5
3x2x14Ga
.054
0
.001
0
13.443
30
30
1.748.601
H1-2
5
1
M6
2x2x14Ga ...
006
0
000
0
17.508
30
33
1.75 .6
H2-1
6
1
M7
2x2x14Ga_...
.012
0
.000
0
19.7.46
30
33
1.75 .6
H1-1
7
1
M9
2x2x14Ga_...
.137
0
.000
0
24.056
30
33
1.75 .6
1-12-1
8
1
M8
3x2x14Ga
.928
0
.036
0
18.488
30
33
1.998.511
1-11-2
9
1
M9A
3x2x14Ga
.236
0
.007
0
15.341
30
30
2.018.504
1-11-2
10
1
M10
2x2x14Ga_...
.009
7
.000
0
13.094
30
33
2.161 .458
1-12-1
11
1
M11
2x2x14Ga_...
.058
0
.000
0
7.921
30
30
1.75 .6
1-12-1
12
1
M12
2x2x14Ga ...
.048
0
.000
0'
23.114
30
33
1.75 .6
1-11-1
13
1
M13
2x2x14Ga_...
.019
0
.000
0
21.895
30
33
1.75 .6
1-12-1
14
1
M14
.3x2x 1 4G
.838
13
.011
0
4.181
30
30
1.75 .6
H1-2
15
1
M15
3x2x14Ga
.858
0
.066
0
25.315
30
33
2.177.453
1-12-1
16
1
M16
3x2x1.4Ga
.951
1.031
.217
0
28.804
30
33
2.104.476
1-12-1
17
1
M17
3x2x14Ga
.055
0
.001
0
13.443
30
30
1.752.599
1-12-1
18
1
M18
2x2x14Ga_...
.010
0
.000
0
17.508
30
33
11.75 .6
1-11-1
19
1
M19
2x2x14Ga_..
.008
0
.000
0
19.746
30
33
1.75 .6
1-12-1
20
1
M20
2x2x14Ga_...
.169
0
.000
0
24.056
.30
33
1.75 .67
H1.1.
21
1
M21
3x2x14Ga
.945
0
.037
0
18.488
30
33
1.996.512
1-12-1
22
1
M22
3x2x14Ga
.238
0
.007
0
15.341
30
30
2.022.503
H2-1
23
1
M23
2x2x14Ga_....039
7 .
.000
0
13.094
30
30
2.09 .481
H1-1
24
1
M24
2x2x14Ga_...
.248
01
.000
0
7:921
30
30
1.75 .6
H1-1
1
M25
2x2x14Ga_..
.037
0
.000.
0
23.114
30
33
1.75 .6
H2-1
E2726
1
M26
2x2x14Ga_...
.027
0
.000.
0
21.895
30
33
1.75 .6
H1-1
1
M27
2x2x14Ga_..
.011
0
.000
0
16.606
30
33
2.3 .212
H1-1
RISA -2D Version 8.0.2 [Z:\...\...\2012\12-003-000 - Metals Direct\Engineering\Truss40-MEGAweb.r2d] Page 4
16
,r
Job Name: Nate Burgess
' Job # 12-003-211
Designer MCM
Date: 7/1/2015
6.2 Design of Roof Sheeting & Purlins
Roof Sheeting Design Based on Vertical Loads
Design Load (PSF) = 39 29 Ga. Energy -rib w/ Hat channels spaced: 2.5 feet O.C.
* Based on ICC ER -5409P Interpolation of the U & R panel
Design of Hat Channel Purlins
MAC GIRT. 1.5 X 1.5 X 18GA. (See attached technical Data)
Mac Girt Spacing: 2.5 ft
Length (L) or Frame spacing: 2.9 ft
Distributed Load (w): 62.5 plf
Allowable Positive /Negative Bending mome 358 ft*Ib
Allowable Bending Stress (Fb): 36000 psi
Calculated Actual Bending Moment (M): 65.70313 ft*Ib < 358 ft*Ib OK .
17
29 Gau
e & 80 ksi - Three or more span
San feet
LL s
LL- U180 (pso
LL - U240 s
W (Pso*
2
112.1
112.1
112.1
168.1
2.5
71.8
71.8
71.8
107.6
3
49.8
49.8
49.8
74.7
3.5
36.6
36.6
31.7 -
54.9
4
28
28
21.3
42
4.5
22.2
19.9
14.9
33.2
5
17.9
14.5
10.9
26.9
6
12.5
8.4
6.3
18.7
Design Load (PSF) = 39 29 Ga. Energy -rib w/ Hat channels spaced: 2.5 feet O.C.
* Based on ICC ER -5409P Interpolation of the U & R panel
Design of Hat Channel Purlins
MAC GIRT. 1.5 X 1.5 X 18GA. (See attached technical Data)
Mac Girt Spacing: 2.5 ft
Length (L) or Frame spacing: 2.9 ft
Distributed Load (w): 62.5 plf
Allowable Positive /Negative Bending mome 358 ft*Ib
Allowable Bending Stress (Fb): 36000 psi
Calculated Actual Bending Moment (M): 65.70313 ft*Ib < 358 ft*Ib OK .
17
18
Job Name:
Nate Burgess
�1 M
Job #
12-003-211
Designer
MCM
Date:
712015
Lateral Analysis 2013 CBC/CRC
1 Story
6.3 Roof Diaphragms Metal
Transverse Diaphragm Calculations (Direction Perp. To Ridge)
Controling Diaphragm Shear forces (larger value governs):
Seismic:
Vrrs= 3608 Ib
Wind:
Vrrw 13944 lb
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 20" O.C. at all
13944 plf
panel to panel connections, and a #12 TEK Screws @12" o.c. at all .
Wind Governs
primary supports (supports spaced at 3' max
Allowable shear capacity for transverse diaphragm = 206 >
174 OK
Diaphragm values per ICC -Evaluation ER -5409P for 29 Ga ribbed steel deck.
Longitudinal Diaphragm Calculations (Perpendicular to Gable)
Controling Diaphragm Shear forces (larger value governs):
Seismic:
Vrrs= 3466 Ib
Wind:
Vrrw 5058 Ib
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 20" O.C. at all
5058 pif
panel to panel connections, and a #12 TEK Screws @12" o.c. at all
Wind Governs
primary supports (supports spaced at 5' max
Allowable shear capacity for horizontal diaphragm = 141 >
126 OK
Shearwall Diaphragms
End Wall Design
Shear Lenth
Wall 1 = 32�
f
Wall 3= 80 Wall 4= 80
Wall 2 = 32 holdown
Opening
wall length
Drag Strut length
18
6.4 End Wall
Diaphragms - shear walls See Sketch Above
Shear
Capacity
Design
Calculated Calculated
Roof Shear Wall
Shear length (ft) (lb) Shear (plo Allowable Shear I
Allowable
Wall
40 13944 349 221
NG!!!
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 12" O.C. at all panel to panel
connections, and a #12 TEK Screws @12" o.c. at all primary supports (supports spaced at 2' max)
Wall 40 1 13944 1 349 221 NG1ll
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 12" O.C. at all panel to panel
connections, and a #12 TEK Screws @12" o.c. at all primary supports (supports spaced at 2' max)
Wall 80 1 5058 1 63 1. 141 JOK
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 20" O.C. at all panel to panel
connections, and a #12 TEK Screws @12" o.c. at all primary supports (supports spaced at 5' max)
Wall 1 80 5058 1 63 r 141 OK
Use 29 Ga. Energy -Rib (or equal) with #12 TEK Screws @ 20" O.C. at all panel to panel
connections, and a #12 TEK Screws @12" o.c. at all primary supports (supports spaced at 5' max)
max load (pso
6.5 Check wind loads on screws
max load on
frame (plo
max screw
pullout (lb)
IOK
Maximum wind negative wind load on roof 47.481
137.6949
284
#12-14 screw at frame to purlin connection
Maximum wind negative wind load on walls 23.52 1 68.208 1 284 10K
#12-14 screw at frame to purlin connection
6.6 Holdown Calculations Foundation type (Earth or Concrete) Concrete
Holdown
Capacity
Design
Holdown
Calculated Wall Wall length
Shear (plo ft)
- IWall
Drag Strut
Length .
Height
(ft)
Shear Wall
Uplift (lb)
Allowable Load
Wall
349 18
12
16.0
257
1876.1 Allowable
Use 1/2" Simpson Titen Anchor W/ 5-3/4" embed.
Wall 1 349 1 40 1 0 16.0 1 257 1 1876.1 jAllowable
Use 1/2" Simpson Titen Anchor W/ 5-3/4" embed.
Walla 63 1 80 1 0 16.0 1 1012 1 1876.1 jAllowable
Use 1/2" Simpson Titen Anchor W/ 5-3/4" embed.
Wall .7 63 1 80 1 0 16.0 1 1012 1 1876.1 jAllowable
Use 1/2" Simpson Titen Anchor W/ 5-3/4" embed.
U
19
20
Name: Nate Burgess
# 12-003-211
iQner MCM
7.0 Connections
FF11 F3
Allowable Shear Values for Dril-Flex & Kwik -Flex Self Drilling structural fastners 601 Ib
based on ICC Evaluation Report ER -4780
Note: it Allowable loaa.is greater than Maximum Axial force in table then proposed plate is OK.
Note: Design above are for total number of screws (50% of screws may be installed on each side)
fy 36000 psi Side plate -14 ga.
21
Maximum Axial
Allowable
Number of required
Connection
Load based
Forces - See
Minimum Connection
Member
Risa Calculations
fastners per member.
Plate Width (lb)
Plate
on minimum
(lb)
(lb)
Thickness
connection
plate area
F1
4900
8
4
0.075
12960
F2
1378
2
4 _
0.048
8294.4
F3
1378
2
4
0.048
8294.4
F4
1304
2
4
0.048
8294.4
Note: it Allowable loaa.is greater than Maximum Axial force in table then proposed plate is OK.
Note: Design above are for total number of screws (50% of screws may be installed on each side)
fy 36000 psi Side plate -14 ga.
21
•
8.0 Special / Hand Calculations
Name: Nate Burgess
# 12-003-211
iQner MCM
22
e ,
2414 N. 1325 E.• LEHI. UT 84043
P, 801,768.0361
C. 801,592,6934 • F. 80.1.768,0362
spectragroup(ticomcast.net
Project Name 1� ��rt� Protect No.
Subject����1�-
Date � DwlSnod by
Sheol, of
Irm-m
-------------------
23
99,
SCALE: 1"=100'
AP# 058-160-008
PERMIT.41_.___ ov
SERVICES
N ec" E
199,
BUTTE
COUNTY
JUN 0 2 2015
DEVELOPMENT EXISTING RESIDENCE
SERVICES
?OL400
924
CONSTRUCTION IN
NO CO NS -
=E
OUT
EASEMENTS.
0
0 OF STRUCTURE TO BE
7POrR FOOTINGS, ALL 14
N �IN
-Luu'7W�',�ND
T r
0 -INCLUDING F
or- EAS W
cle) U TIO S, WALLS, EAVES AND ROOF
FOUNDATiON�
N
�D
po&ed op" " y o qGl
Ted..
coo
m
JORDAN HILL
ROAD
BUILDING CODE ANALYSIS: r r
2013 CALIFORNIA BUILDING CODE - a f+'u " r •" - - Z '. ` I - y ✓ ' ' ` ,'.
2013 CALIFORNIA' RESIDENTIAL CODE fi
2013 CALIFORNIA MECHANICAL CODE ` .j r TJ y , • } - ? `: ,`{ ? �, : ` _
2013 CALIFORNIA PLUMBING CODE . , • '
2013 CALIFORNIA ELECTRICAL CODE f� r' F •r' t -
2013 CALIFORNIA FIRE CODE , • r' _ Y `• METAL DIRECT, INC. ,"' • r , `' - _ „ -
2013 CALIFORNIA ENERGY CODE (2008 CALIFORNIA = ; - r ' -' — "� .x - s
ENERGY STANDARDS AS AMENDED BY THE STATE OF,
CALIFORNIA AND THE LOCAL JURISDICTION). - �' 6771 EASTSIDE RD.` >
2013 CALIFORNIA_ GREEN BUILDING STANDARDS BEDDING CA, 96001 • • ,y ,
OCCUPANCY: U
CONSTRUCTION TYPE:213 40': X 80' X 16' Ea4e Height y • -
STORIES:1 . ,
FIRE SPRINKLERS: NO . > r Shop `
BUILDING TOTAL AREA: 2300 SF + ; . (2'-1 1 :1/2" o.c. Frame Spacing)
r
L ,
SCOPE OF WORK:
U
t THE SCOPE OF WORK COVERED UNDER THESE
CONSTRUCTION DOCUMENTS INCLUDE:
i- REINFORCED CONCRETE DIMENSION AND
CONSTRUCTION
2- CONCRETE TYPE, REINFORCEMENT AND
I• �;,
CONSTRUCTION.
3- STEEL ANCHORS INTO CONCRETE.
4- STRUCTURAL STEEL FRAME CONFIGURATION, s
HEADERS, ANCHORING, DIMENSION, LOCATION AND
CONNECTIONS.
5- STRUCTURAL STEEL ROOF AND WALL SHEETING,
'. .
LOCATION AND ATTACHMENTS. '
6- DOOR AND WINDOW DIMENSIONS, SIZE ANDi
LOCATIONS. ' ' '
7- STRUCTURAL DETAILS. i +' LLL
, � • ' - _ _ ..` '. .K ,�.. - _ _. .. - . t.J! A., • - ., - - - ... _ --v - .. a--' - -
PROJECT INFORMATION
OWNER NAME: NATE BURGESS + `
PROJECT ADDRESS: 0 GRANITE RIDGE RD.
CONCOW, CA 95965
(BUTTE COUNTY) t
SHEET INDEX _
1- COVER SHEET `
SNOW LOAD: 37 PSF (ROOF) r. SERV 1ICES ��,,, D1vIS10N
WIND LOAD: l 10 MPH EXP C. . ', " J`J V rJ tl r
_ P _ R REVIEWED FOR 66446 �
- • a S EXP•6-30—i6 Q
} t C:O E COMPL E qTF C/vl\
DAT 201 S Y of C
METALS DIRECT, INC. Date: MAY 26 2015
STEEL BUILDING COVER SHEET
' NATE BURGESS
SCALE: AS SHOWN
REV 1: 7-1-15 1
of 8
3- FOUNDATION PLAN
t V
'
4 -ROOF FRAMING PLAN
e
5-FRONT/BACK WALL FRAMING & TYP. FRAME ELEV.
BUTTE
J
6 -TYPICAL SIDE WALL FRAMING/ELEV.
v
7 CONNECTION DETAILS
8- MISC. INFORMATION
COUNTY
r e
' Y�
,
U 0
+ STATEMENT OF SPECIAL INSPECTION: 1/2" SIMPSON TITAN t
OQROFESS��N
J L . 6. 2 015 -
- ANCHOR BOLTS (IF CONTRACTOR CHOOSES TO USE IN
+ PLACE OF EMBEDDED ANCHOR BOLTS).
M I T C H C. F
DESIGN LOADS:
DEAD LOAD: 5 PSF
r
DEVELOPMENT
SPECIAL INSPECTOR MUST BE EMPLOYED BY THE OWNER P MIT �'� ��
���
M O
LIVE LOAD: 20 PSF
- AND APPROVED BY THE BUTTE COUNTY BUILDING BUTTE COUNTY DEVELOPMENT SERVICES =
SNOW LOAD: 37 PSF (ROOF) r. SERV 1ICES ��,,, D1vIS10N
WIND LOAD: l 10 MPH EXP C. . ', " J`J V rJ tl r
_ P _ R REVIEWED FOR 66446 �
- • a S EXP•6-30—i6 Q
} t C:O E COMPL E qTF C/vl\
DAT 201 S Y of C
METALS DIRECT, INC. Date: MAY 26 2015
STEEL BUILDING COVER SHEET
' NATE BURGESS
SCALE: AS SHOWN
REV 1: 7-1-15 1
of 8
All other work..... 4" +/- 1" performed (unless waived by the local building review
2013 Edition of the California Green Building Standards, agency). Any deviation from the design values shall be
3. The minimum cern n content shall be 5 '/z sacks per cu . - brought to the engineers' attention.
Steel Allowable Stress Design, Ninth Ed. (AISC) yard and shall be a standard brand type 11, low alkali, per
ASTM C-150. 4. All required fill and backfill shall be compacted to at least
Concrete Reinforced Concrete Design Handbook (ACI) 90% of maximum density unless otherwise noted on a soils
4. Any water reducing agents added shall be -used to reduce report.
Ultimate Strength Design Handbook (ACI) the water/cement ratio.
2.4 STEEL SPECIFICATIONS
1.2 DESIGN LOADS 5. Aggregate shall conform to ASTM C-33. Maximum 1. All structural steel plates, bar, angles and channels shall
Dead Load: Structure Weight aggregate size shall be 1" U.O.N. Use 1/4" aggregate for conform to ASTM A36 Standards.
Live Load: IBC Sec. 1607 slabs on grade. 2. All steel tube products shall be manufactured per
Wind Load: 110 mph, Exp. C ASTM -A500
Snow Load: 37 psf 6. Anchor bolts to be full diameter, cut thread made from Grade A-1008 and 1010 Carbon Steel
ASTM A-36 steel by an American manufacturer and Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier
1.3 DESIGN MATERIALS & STRESSES installed per "Lateral Requirements" on the following Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier
Steel Tubing Manufactured per ASTM -A500 pages.
3. Carbon Steel used shall conform to the following:
Carbon Steel 16-22 Gauge - cold rolled steel 7. Curing: Freshly deposited concrete shall be protected from 16 gauge - 22 gauge (cold rolled steel)
16-7 Gauge - hot rolled steel premature drying and excessively hot or cold temperatures. 16 gauge - 7 gauge ( hot rolled steel)
And shall be maintained with minimal moisture loss at a
Hot Dipped Galvanized ASTM A-123 and ASTM A-153 relatively constant temperature for the period of time 4. Wall thickness:
necessary for the hydration of the cement (typically 7 days) Cold rolled tubing (see table 9 of ASTM A-513)
Bolts Anchor Bolts: ASTM A-36 or better Hot rolled tubing (see table 6 of ASTM A-513)
Machine Bolts:ASTM A-307 or better 8. Special inspection is NOT required of the footing concrete.
5. Bending Radius: (Minimum Workable)
Reinforcing Steel ASTM A -615-76A - 2-2' • CONCRETE REINFORCING SPECIFICATIONS 2 '/2 to 3 times the outside diameter (round)
Grade 40: #4 bars and smaller 1. ; All reinforcing steel shall be continuous. Splices in 3 'h to 5 times the outside dimensions (shapes)
Fy = 40,000 psi reinforcement shall NOT be made at or near points of
Grade 60: #5 bars and larger maximum stress. Splices shall be lopped not less then 30 bar
Fy = 60,000 psi diameters and in no case less then 24". Reinforcing bars shall
have minimum bend radius of 6 times the bar diameter. Bars
Concrete Normal Weight Fc = 2500 psi in 28 days shall not be heated to facilitate bending. Once bent, steel
shall not be straightened.
Soil Foundations have been proportioned based on an-
allowable
nallowable soil bearing value of 1000 psf (w/ 1/3 2. Reinforcing bars to be deformed bars conforming to
increased of seismic) in accordance with the 2013 ASTM A -615-76A: #3 & #4... Grade 40; #5 & larger...
CBC/CRC. Grade 60
3. All reinforcing steel, shall be accurately positioned and
adequately tied, using proper chairs and bolsters. Nails in
wall or stem wall forms will not be acceptable. Supports QROFESS��N
and chairs.placed against exposed surfaces shall be Q
galvanized or provided with plastic feet. ��' M ITCH C.
PERMIT# (5142 MO
- 4. Concrete cover over reinforcing is required as follows: BUTTE COUNTY DEVELOPMENT SERVICES
3"... where concrete is exposed to and cast against earth. EV I E W D FOR
2'. ...where concrete is exposed to earth but cast against 66446
' - formwork. ��O COMP!
L J'J EXP:6-30-16 �Q
- 1''/z"...where not exposed to earth or weather. q C
DATE I S lF V 0 -
of. C
METALS DIRECT, INC. Date: MAY 26, 2015
STEEL BUILDING NOTES SCALE: AS SHOWN
Al REV 1: 7-1-15 2
NATE BURGESS Of 8
1.0 GENERAL NOTES
2.0 GENERAL NOTES ' 1
STATEMENTS
2.3 SOIL SOECIFICA TIONS
DESIGN CRITERIA:
2.1 CONCRETE SPECIFICATIONS
1. Minimum required soil bearing (DL+LL) to be 1500 psf.
1. THESE CONSTRUCTION DRAWINGS AND
1. All concrete shall be normal weight and attain a minimum
SPECIFICATIONS ARE FOR BUILDING PERMIT
/.1 DESIGN CODES &REFERENCES
compressive strength of 3000 psi in 28 days: All concrete
2. Expansive index = (assumed* /from report)
EVALUATION ONLY. THE CONTRACTOR OF RECORD IS
edges, comers, and intersections shall be tooled or
*verification may be required by building official
RESPONSIBLE FOR ERECTING THE STRUCTURE IN
2013 Edition of the California Building Code
chamfered 1" whether or not shown in the drawings.
ACCORDANCE WITH THE MANUFACTURER'S
2. The maximum concrete slump shall be:
3. It is recommended that on building sites exhibiting
RECOMMENDATIONS.
2013 Edition of.the California Residential Code
Slabs....3 , +/- 1"
characteristics of instability, a soils investigation be
All other work..... 4" +/- 1" performed (unless waived by the local building review
2013 Edition of the California Green Building Standards, agency). Any deviation from the design values shall be
3. The minimum cern n content shall be 5 '/z sacks per cu . - brought to the engineers' attention.
Steel Allowable Stress Design, Ninth Ed. (AISC) yard and shall be a standard brand type 11, low alkali, per
ASTM C-150. 4. All required fill and backfill shall be compacted to at least
Concrete Reinforced Concrete Design Handbook (ACI) 90% of maximum density unless otherwise noted on a soils
4. Any water reducing agents added shall be -used to reduce report.
Ultimate Strength Design Handbook (ACI) the water/cement ratio.
2.4 STEEL SPECIFICATIONS
1.2 DESIGN LOADS 5. Aggregate shall conform to ASTM C-33. Maximum 1. All structural steel plates, bar, angles and channels shall
Dead Load: Structure Weight aggregate size shall be 1" U.O.N. Use 1/4" aggregate for conform to ASTM A36 Standards.
Live Load: IBC Sec. 1607 slabs on grade. 2. All steel tube products shall be manufactured per
Wind Load: 110 mph, Exp. C ASTM -A500
Snow Load: 37 psf 6. Anchor bolts to be full diameter, cut thread made from Grade A-1008 and 1010 Carbon Steel
ASTM A-36 steel by an American manufacturer and Grade B-1010 thru 1022 Carbon Steel/ 15 gauge and heavier
1.3 DESIGN MATERIALS & STRESSES installed per "Lateral Requirements" on the following Grade C-1015 thru 1022 Carbon Steel/ 15 gauge and heavier
Steel Tubing Manufactured per ASTM -A500 pages.
3. Carbon Steel used shall conform to the following:
Carbon Steel 16-22 Gauge - cold rolled steel 7. Curing: Freshly deposited concrete shall be protected from 16 gauge - 22 gauge (cold rolled steel)
16-7 Gauge - hot rolled steel premature drying and excessively hot or cold temperatures. 16 gauge - 7 gauge ( hot rolled steel)
And shall be maintained with minimal moisture loss at a
Hot Dipped Galvanized ASTM A-123 and ASTM A-153 relatively constant temperature for the period of time 4. Wall thickness:
necessary for the hydration of the cement (typically 7 days) Cold rolled tubing (see table 9 of ASTM A-513)
Bolts Anchor Bolts: ASTM A-36 or better Hot rolled tubing (see table 6 of ASTM A-513)
Machine Bolts:ASTM A-307 or better 8. Special inspection is NOT required of the footing concrete.
5. Bending Radius: (Minimum Workable)
Reinforcing Steel ASTM A -615-76A - 2-2' • CONCRETE REINFORCING SPECIFICATIONS 2 '/2 to 3 times the outside diameter (round)
Grade 40: #4 bars and smaller 1. ; All reinforcing steel shall be continuous. Splices in 3 'h to 5 times the outside dimensions (shapes)
Fy = 40,000 psi reinforcement shall NOT be made at or near points of
Grade 60: #5 bars and larger maximum stress. Splices shall be lopped not less then 30 bar
Fy = 60,000 psi diameters and in no case less then 24". Reinforcing bars shall
have minimum bend radius of 6 times the bar diameter. Bars
Concrete Normal Weight Fc = 2500 psi in 28 days shall not be heated to facilitate bending. Once bent, steel
shall not be straightened.
Soil Foundations have been proportioned based on an-
allowable
nallowable soil bearing value of 1000 psf (w/ 1/3 2. Reinforcing bars to be deformed bars conforming to
increased of seismic) in accordance with the 2013 ASTM A -615-76A: #3 & #4... Grade 40; #5 & larger...
CBC/CRC. Grade 60
3. All reinforcing steel, shall be accurately positioned and
adequately tied, using proper chairs and bolsters. Nails in
wall or stem wall forms will not be acceptable. Supports QROFESS��N
and chairs.placed against exposed surfaces shall be Q
galvanized or provided with plastic feet. ��' M ITCH C.
PERMIT# (5142 MO
- 4. Concrete cover over reinforcing is required as follows: BUTTE COUNTY DEVELOPMENT SERVICES
3"... where concrete is exposed to and cast against earth. EV I E W D FOR
2'. ...where concrete is exposed to earth but cast against 66446
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DATE I S lF V 0 -
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METALS DIRECT, INC. Date: MAY 26, 2015
STEEL BUILDING NOTES SCALE: AS SHOWN
Al REV 1: 7-1-15 2
NATE BURGESS Of 8
g- 2'-1) '
2' -Ii -
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2' -II • 2•-11 ' 2'-11 '
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2'-11 Z'-11 2'-11 2' -II
2'-11 ' , 2'-11
i-11 r -fl , _g• g-
LAB TO BE POURED MONOLITHICALLY
1-3/4" MIN.
WITH FOOTINGS.
EDGE DIST.
BARS x CONT.
a
FOUNDATION DETAILS
SCALE:NTS
it A
40800' 34'-0_
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408.00' 34'-0
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960.00" 80'-0'
LEGEND A NONE: ANCHOR BOLTS MAY BE
h" ANCHOR BOLT REPLACED WITH SIMPSON TITEN
■ 20 RECT. TUBE FRAME- SEE PLAN ANCHORS. SAME SIZE, SPACING
AND EMBED REQUIRED. SPECIAL
INSPECTION REQUIRED.
FOUNDATION PLAN
SCALE: 1/8" = 1'-0"
METALS DIRECT, INC.
STEEL BUILDING FOUNDATION PLAN
M ITCH C
MO
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PERMIT# 9215=
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMP E
DAT Z ZO 1'2 Y -
FOUNDATION SECTION A -A
SCALE:NTS
SEE PLO
,-1" SLAB W/ #3 BAR AT 36" O.C.
Date: MAY 26, 2015
SCALE: AS SHOWN
REV 1: 7-1-15 3
of 8
2"x3- POST
ANCHOR BOLT
H
SEE FOUNDATION PLAN FOR LOCATION
�W
3 BARS AT 36' O.C.
LAB TO BE POURED MONOLITHICALLY
1-3/4" MIN.
WITH FOOTINGS.
EDGE DIST.
BARS x CONT.
FOUNDATION DETAILS
SCALE:NTS
Date: MAY 26, 2015
SCALE: AS SHOWN
REV 1: 7-1-15 3
of 8
r:
FOR FRONT WALL
FRAMING -SEE PAGE 6
ROOF FRAMING PLAN
SCALE: 3/16" = 1'-0"
URLIN
DECKING
WALL
EE PAGE 6
c a� nwi. woc Haan[ -
CONNECT PURLIN TO FRAME WITH NOTE: PURLINS ARE.
(2) #14 TEC SCREW. SPACED OUT 30.00"
MAX
STITCH SCREW
Y' X �' AT 30' O.C.
" AT CHANNEL
PURLIN INSULATION (WHERE APPLICABLE)
• 2z3 RAFTER
SHEATHING ON,FRAME I
SCALE: NTS
&
METALS DIRECT, INC. PE BUTTE COUNTY DEVELOPMENT SERVICES
STEEL BUILDING ROOF FRAMING PLAN REVIEWED FOR
CODE, COMP
NATE BURGESS DATE Y
Date: MAY 26, 2015
SCALE: AS SHOWN
4
of 8
X1'11
DOOR
BACK WALL FRAMING
SCALE: 1/8"= l'-0"
ALL SIDING
12X14 ROLL DOOR
DECKING
FRONT WALL FRAMING
'
ti
12 STITCH
SCREW
AT 20' O.C.
1
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#12 TEK SCREW
AT 12' O.C.
2:3 RAFTER
AT 5' O.C.
MAX SPACING
AL
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2 SQUARE TUBING
oQ�tOFESS/pN
PERMIT#'%I�- I�t�� MITCH C.
BUTTE COUNTY DEVELOPMENT SERVICES M 0 m
REVIEWED FOR
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`jOD CjOM E J' EXP:6-30-16
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+80.00' [4-0*1 DATE BY 9l� F'v k E���\
TYPICAL INTERMEDIATE FRAME
SCALE: 1/8"= 1'-0"
METALS DIRECT, INC. Date: MAY 26, 2015
STEEL BUILDING FRONT BACK FRAMING SCALE: AS SHOWN
5
NATE BURGESS Of H
3X9X12 GA
C" CHANNEL HEADER
-X2 STRONG BACK REINFORCEMENT
INSERT AT ENDS AND AT TRUSS BEARINGS
4 GA CLIP W/ (2) /12 TEK
SCREWS ON EACH MEMBER
12X14 ROLL DOOR
N2.3x14
GA
WALL
{ SIDING
1
3
LL
I
27 BAYS 0 35.56 O.C. REF
`
4 GA CUP TO ATTACH
960.00, BO' -0'
FRAMES TO TOP CHORD OF
-
- HEADER
Neuss
LEFT SIDE WALL FRAMING
HEADER
SCALE: 1/8" = l'-0"
--`2.3 STRONG BACK
"
REINFORCEMENT INSERT
"
=
NOT SHOWN.
"/---ROOF
DECKING
12 STITCH SCREW
AT 20" O.C.
WALL
SIDING
1
CONNECT SHEETING
'
TO FRAME WITH
9
/12 TEK SCREW
AT 12* O.C.
'
27 BAYS 035.56 O.C. REF
+
2x3 RAFTER AT 5'0
MAX
ROFESSjp
N�
960.00 80'-0
.C. SPACING.
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MITCH C. F�
MO
= RIGHT SIDE WALL FRAMING
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SCALE: 1/8" = I'-0"
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METALS DIRECT, INC.
BUTTE COUNTY DEVELOPMENT SERVICES
Date: MAY 26, 2015
STEEL BUILDING TYP. SIDE WALL FRAMING ELEV.
REVIEWED FOR
SCALE: AS SHOWN
COD COMPLW4QE
6
NATE BURGESS DATE
Of S
11
BRACKET W/ MIN.(2) #1
TEK SCREWS TO
MEMBER. ONE BRACKE
EACH SIDE OF CONND
UNIT
VERTICAL TO RAFTER DETAIL
SCALE:NTS
2"z3" HEADER
18 GA.
BRACKET W/ MIN.(4) #12x1"
TEK SCREWS TO EACH
MEMBER. ONE BRACKET ON -1"z3" VERTICAL UNIT
EACH SIDE OF CONNECTION
TRIM BRACKET TO SLOPE OF RAFTER
DOOR HEADER DETAIL
SCALE: NTS
14 GA.
BRACKET W/ MIN.(8) $12x1"
TEK SCREWS TO EACH
MEMBER. ONE BRACKET ON
EACH SIDE OF CONNECTION
TRIM BRACKET TO SLOPE OF RATTER
kOER
BRACKET W/ MIN.(4) #12x1"�
TEK SCREWS TO EACH
MEMBER. ONE BRACKET ON
EACH SIDE OF CONNECTION
VERTICAL TO HEADER DETAIL
SCALE: NTS
BRACKET W/ MIN.(4
TEK SCREWS
MEMBER. ONE BRACKET ON
EACH SIDE OF CONNECTION
0
0
\ - 2 x 2" COLLAR TIE 1.5"x1.5" TUE
2"x3" VERTICAL UNIT �R TRUSS CHORD
BOTTOM CHORD CONNECTION DETAIL
SCALE:NTS
TRUSS DETAIL
SCALE:NTS
1
14 GA 2"X3" STEEL TUBE, END SWEDGED TO
1, 3/4" X 2 3/4" X 7 1/2" LONG TO FIT
INSIDE CORNER & PEAK CONNECTOR W/
'(4) #12 X1" TEK SCREWS TO EACH SIDE
i
ti
�. SWEDGE
2' LITER FRAME
TRUSS SWEDGE CONNECTION
SCALE:NTS
14 GA 2"X3" STEEL TUBE, END SWEDGED
ATO 1 3/4" X 7 1/2" LONG TO FIT INSIDE
ICAL UNIT FRAME LEG OR POST FILLET WELDED TO TOP
' OF 2X3 BASE.
CORNER BRACE DETAIL
SCALE:NTS
t WELD TYP.
PENETRATION
WELD
VERTICAL UNIT
FRAME/COLUMN
SWEDGE
2-12X1" TEK SCREWS UTER FRAME
EACH SIDE (4 TOTAL)
3/16. TYP.
BASERAIL
BASE RAIL SWEDGE CONNECTION
SCALE:NTS
1-1/2" x 1-1/2" x 14 GA. HAT
CHANNEL MAC GIRT/PURL
FOUNDATION PLAN. NOT MORE \-2x3 RAFTER
THAN 8" FROM FRAME LEG.
BASE RAIL CONNECTION HAT CHANNEL TO RAFTER DETAIL
. SCALE: NTS SCALE:NTS
�'MITCH C
MO
66446
EXP:6-30-16
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DF_ P AIT .- 1 -/U
METALS DIRECT, INC. BUTFE COUNTY DEVEL`JPtAENT SERVICES Date: MAY 26, 2015
STEEL BUILDING CONNECTION DETAILS REVI E -ED FOR SCALE: AS SHOWN
V �-�'ONG k
NATE BURGESS DATE�`� of 8
. A
37-3/4' OVERALL WIDTH )
36' OVFRAJLl COVERAGE
{
ANTI -SIPHON
Sz SIDE UP �
5
METAL DECKING PROFILV!, - FI�fD' W LLS)
29 GA. ENERGY - RIB -
SCALE:NTS -
y
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t
In__l
N"
{ " SELF -DRILLING TEK SCREW
SCALE: NFS
+fir. .• � � _
2"X2" SQUARE TUBING 2"X3" REC. TUBING
14 GA, Ix=0.37, A=0.603, Fy 65 ksi 14GA,Ix=0.97,A-0.76,Fy=65ksi r1 -
SCALE: NTS SCALE: NTS .
SCHEDULE
METAL DECKING
29 Go. PRO -RIB (WALLS)
29 Go. PRO -RIB (ROOF)
Fy = 80 ksi
Fy = 80 ksi
2"x2" SOUARE TUBING
14 Go.
Fy = 65 ksi
2"x3" RECT. TUBING
14 Go.
Fy = 65 ksi
2"x3' RECT. TUBING
10 Go.
Fy = 65 ksi
•
GAGE No. 1101 111112 141 1151 116118 201 1221 124126 29 30
DESIGN THICKNESS, INCHES
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,
•
GAGE No. 1101 111112 141 1151 116118 201 1221 124126 29 30
DESIGN THICKNESS, INCHES
r
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0.1345
0.1196
0.1045
0.0747
0.0613
0.0598
0.0478
0.0359
0.0299
0.0239
0.0178
0.0135
0.0120
� M I T C H C.
BOTTOM CHORD CONNECTION DETAILIT
-'
/27
P�MI 1 #
M 0
SCALE: NTS �
_
BUTTE COUNTY DEVELOPMENT SERVICES
r*,
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REVIEWED FOR
�
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METALS DIRECT, INC.
Date: MAY 26,2015
STEEL BUILDING MISC. INFORMATION
SCALE: AS SHOWN
R
a
NATE BURGESS
Of 8
PERMIT #
BUTTE COUNTYDEVELOPMENT SERVICES
REVIEWED FOR
COPE COMPL E
DATE '727
FILE COPY