547 S MORNINGSTAR DRt
Permit Types
BLD ELE MEC PLM
X
Permit Number: BLD2023-02269
Issued: 05/09/2023
CITY OF ANAHEIM
BUILDING DIVISION
200 S. ANAHEIM BLVD.
(7141 765 - 5153
www.anaheim.net/building
(714)765-0626
Quarter Section: 225
Site Address: 547 S MORNINGSTAR DR, ANAHEIM, CA 92808
Legal Description: N TR 12988 BLK LOT 47
APN:35423320
Project Description: Reroof, Relay (20) sq of existing tile over entire house (9 psi)
LMng Area: Number of Stories: 1 Valuation: 10,000.00
Garage Area: Construction Types: NIA
Carport Area: Occupancy Groups:
Balcony / Deck Area: Fire Sprinidered:
Cool Roof: Total Fees paid for Permit: 340.30
People Associated with Project:
Contractor ALL IN ONE ROOFING CO 862 SKYLER WAY201712111020310548 BREA, CA 92821
Permit Applicant Reggie Valdez
Owner MITCHELL, BRIAN D TR 547 S MORNINGSTAR DR
Type Electrical Fixtures Qty Type Plumbing Fixtures Qty Mechanical Fixtures Qty
The permit shall expire by limitation and become null and void If the building or work has not passed final Inspection 365 days from the
date of permit Issuance. A new permit is required to commence or continue work.
"E'M ��h C�<
City of Anaheim o� io
Building Division z
u >
NoEo
Do not occupy this buildina until the final inspections have been made.
FINAL INSPECTIONS DATE INSPECTOR
All applicable Items below must be signed before utilities are released
Final Gas Test
Electrical Final
Plumbing Final
Mechanical Final
Cross Connection Control (714) 765-4280
Engineering Final (714) 765-5126
INSPECTION DATE I INSPECTOR
Fire Sprinkler (ONLY) (714) 765-5041
Do not pour concrete until the following applicable items have been signed:
Fire Dept. Final (714) 765-5041
Plumbing (Ground/Underfloor Drain Waste)
Water Engineering (714) 765-4591
Electrical Ground Electrode/Ufer
Sub List/Bus. Lic. (714) 765-5194 (Allow 10 business days)
Setback/Forms/Trenches (Footings)
COAIMigation Measures
Do not install subfloor or pour floor slab until the follwing applicable items have been
Building Final (714 765-5153)
Last Inspection -Final Only After Above Completed
Plumbing (Ground/Underfloor Water)
Underfloor Rough Gas
PARTIAL INSPECTIONS
Buildina Inspections
Mechanical (Groundwork)
Electrical (Underground Conduit)
Pre -slab (Compaction/Membrane Reinf.)
Floor (Joist/Girders)
Underfloor Insulation (Raised Foundation Only)
Floor Nailing (Raised Foundation Only)
2nd Floor (Floor Nailing)
Do not cover or conceal the work below until the following applicable items have
1st Floor Shear
Firesprinkler (Rough) (Fire Dept.)
Mechanical Inspections
2nd Floor Shear
Roof (Sheathing/Diaphragm/Frame) l (Z
Masonry (Reinf./Bond Beam/Pre-Grout)
Rough Plumbing (Top Out)
Rough Duct (Mechanical)
Rough Mechanical
Rough Electrical
Rough COA/Mitagation Measures
Plumbina Inspections
Framing (Only after Plbg., Ele., Mac. & Fire)
Insulation (Sound/Energy)
Do not tape or plaster until the following applicable items have been signed:
Drywall
Drywall Penetrations (Ele, Mac & Plbg)
Interior Lath
Exterior Lath
Electrical Inspections
Electrical Service Meter -(Meter will be set within 2-3
business days after approval) Excludes New
Exterior Plaster (Brown Coat)
T -Bar (Struct., Ele., or Mec.)
Grease Interceptor
Sewer
Water Engineering Backflow (Testable Only)
Water Service
Elevated Design � Consulting
P.O. Box 21 1 10
Long Beach, CA 90801
office@edncengineers.com
May 4, 2023
5ublect: Project No. 23-59
Outline of Scope of Work:
Re -roofing
547 Morningstar Anaheim, CA. 92808
ATTN Department of Building and Safety:
M314CO,
ENGINEERS
For the subject site, our firm was contracted to provide consulting to verify the capacity of the existing
roof framing that will undergo a reroofing.
The roof is framed by 2x 10 R.R. @ 12" o.c. for a portion of the structure as well as 2x8 @ 12" o.c.
in other areas.
The roofing material proposed is Monier Lifetile 5pani5h "5" Tile, the total design dead load is
presented in page 2 of the supporting calculations. The roofing material itself is specified to be 9.0
psf and can be substituted for any roofing material that is equal to or less than 9.0 psf.
The existing structure was found to be adequate to support the proposed re -roofing.
5ee supporting documents for calculations.
If you have any further questions or concerns please contact our office at (562) 412-8599.
Best Regards,
Fabian Mendoza
Principal
Elevated De5lcp * Con5ulting
THE ISSUANCE OF THIS PERMIT DOES
NOT APPROVE VIOLATION OF ANY OF
THE BUILDING CODES OF THE CITY.
THE
PROCEEDS HOLDEAT OHIS OWNISERK
MAY 0 9 2023
BUILDING DIVISION OF ANAHEIM
APPROV
�91 BY
June 20, 2022
M I A M 1•DAt)E
BUILDING CODE COMPLIANCE OFFICE (BCCO)
PRODUCT CONTROL DIVISION
NOTICE OF ACCEPTANCE (NOA)
Monier Lifetile, LLC
200 Story Road
Lake Wales, FL 33898
• MIAMI -DARE COUNTY, FLORIDA
METRO-DADE FLAGLER BUILDING
140 WEST FLAGLER STREET, SUITE 1603
MIAMI, FLORIDA 33130-1563
(305) 375-2901 FAX (305) 375-2908
SCOPE:
This NOA is being issued under the applicable rules and regulations governing the use of construction materials.
The documentation submitted has been reviewed by Miami -Dade County Product Control Division and accepted
by the Board of Rules and Appeals (BORA) to be used in Miami Dade County and other areas where allowed by
the Authority Having Jurisdiction (AHJ).
This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control
Division (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to
have this product or material tested for quality assurance purposes. If this product or material fails to perform in
the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately
revoke, modify, or suspend the use of such product or material within their jurisdiction. BORA reserves the right
to revoke this acceptance, if it is determined by Miami -Dade County Product Control Division that this product or
material fails to meet the requirements of the applicable building code.
This product is approved as described herein, and has been designed to comply with the Florida Building Code
including the High Velocity Hurricane Zone of the Florida Building Code.
DESCRIPTION: Spanish IS' Concrete Roof Tile
LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and
following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein.
RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no
change in the applicable building code negatively affecting the performance of this product.
TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the
materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any
product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply
with any section of this NOA shall be cause for termination and removal of NOA.
ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by
the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall
be done in its entirety.
INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors
and shall be available for inspection at the job site at the request of the Building Official.
This renews NOA #02-1205.07 and consists of pages 1 through 5.
The submitted documentation was reviewed by Alex Tigera.
NOA No.: 07.1023.09
o Expiration Date: 01/02/13
Approval Date: 12/27/07
Page 1 of 6
ROOFING ASSEMBLY APPROVAL
Category: Roofing
Sub -Category: High Profile Roofing Tiles
Material: Concrete
1. SCOPE
This renews a system using Monier Lifetile Spanish `S' Concrete Roof Tile, as manufactured by
Monier Lifetile LLC in Boca Raton, FL and described in Section 2 of this Notice of Acceptance.
For locations where the pressure requirements, as determined by applicable Building Code does
not exceed the design pressure values obtained by calculations in compliance with RAS 127 using
the values listed in section 4 herein. The attachment calculations shall be done as a moment based
system.
2. PRODUCT DESCRIPTION
Manufactured by
Test
Product
Applicant
Dimensions
Specifications
Description
Monier Lifetile
1=18"
TAS 112
High profile, interlocking, one-piece, 'S'
Spanish'S' Tile
w =10 -1/2"
shaped, high-pressure extruded concrete roof
min. %" thick
tile equipped with two nail holes. For direct
deck nail -on, mortar set or adhesive set
applications.
Trim Pieces
1= varies
TAS 112
Accessory trim, concrete roof pieces for use
w = varies
at hips, rakes, ridges and valley terminations.
varying thickness
Manufactured for each tile profile.
2.1 SUBMITTED EVIDENCE:
Test Test Identifier Test Name/Report Date
Redland Technologies 7161-03 Static Uplift Testing Dec. 1991
Appendix III PA 102 & PA 102(A)
Redland Technologies 7161-03 Wind Tunnel Testing Dec. 1991
Appendix H PA 108 (Nail -On)
Redland Technologies P0647-01 Wind Tunnel Testing Aug. 1994
PA 108 (Mortar Set)
Redland Technologies P0402 Withdrawal Resistance Testing Sept. 1993
of screw vs. smooth shank nails
The Center for Applied 94-084 Static Uplift Testing May 1994
Engineering, Inc. PA 101 (Mortar Set)
The Center for Applied 94-083 Static Uplift Testing April 1994
Engineering, Inc. PA 101 (Adhesive Set)
The Center for Applied 25-71834 Static Uplift Testing Feb. 1995
Engineering, Inc. PA 102 (2 Quik -Drive Screws,
Direct Deck)
NOA No.: 07-1023.09
Y
Expiration Date: 01/02/13
Approval Date: 12/27/07
NW Page 2 of 6
Test Aeencv
Test Identifier
Test Name/Report
Date
The Center for Applied
25-7214-3
Static Uplift Testing
March, 1995
Engineering, Inc.
PA 102 (1 Quik -Drive Screw,
. Direct Deck)
Redland Technologies
Letter Dated Aug. 1, 1994
Wind Tunnel Testing
Aug. 1994
PA 108 (Nail -On)
The Center for Applied
Project No. 307025
Wind Driven Rain
Oct. 1994
Engineering, Inc.
Test #MDC -78
PA 100 •
Nutting Engineering
13343.1
Physical Properties
June 2007
TAS 112
Celotex Corporation Testing
520111-3
Static Uplift Testing
Dec. 1998
Service
520191-2-1
PA 101
March 1999
Walker Engineering, Inc.
Calculations
Aerodynamic Multiplier
Oct 2007
Walker Engineering, Inc.
Evaluation Calculations
25-7094
February 1996
Walker Engineering, Inc.
Evaluation Calculations
25-7496
April 1996
Walker Engineering, Inc.
Evaluation Calculations
25-7584
December
25-7804b-8
1996
25-7804-4 & 5
25-7848-6
Walker Engineering, Inc.
Evaluation Calculations
25-7183
March 1995
Walker Engineering, Inc.
Evaluation Calculations
Restoring Moment Due to
August 2007
Gravity
Walker Engineering, Inc.
Calculations
Two Patty Adhesive Set System
April 1999
3. LIMITATIONS
3.1 Fire classification is not part of this acceptance.
3.2 For mortar or adhesive set tile applications, a static field uplift test shall be performed in
accordance with RAS 106.
3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform
quarterly test in accordance with TAS 112, appendix 'A'. Such testing shall be submitted to
the Building Code Compliance Office for review.
3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications
Standards listed section 4.1 herein.
3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope
unless stated otherwise by the underlayment material manufacturers published literature.
3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in
compliance with applicable building code.
3.7 May be installed on slopes 7:12 and greater.
4. INSTALLATION
4.1 Monier Lifetile Spanish 'S' Concrete Roof Tile and its components shall be installed in strict
compliance with Roofing Application Standard RAS 118, RAS 119, and RAS 120.
4.2 Data For Attachment Calculations
NOA No.: 07-1023.09
{
Expiration Date: 01/02/13
Approval Date: 12/27/07
Page 3 of 6
Table 1: Average Weight (W) and Dimensions (I x w )
Tile Profile
Weight -W (Ibf)
Length -I (ft)
Width -w (ft)
Monier Lifetile Spanish 'S' Tile
9.64
1.5
0.865
Table 2: Aerodynamic Multipliers - KK:
Tile
Profile
I (fe)
Direct Deck Application
Monier Lifetile Spanish 'S' Tile
0.263
Table 3: Restoring Moments due to Gravity - M ft-Ibf
Tile
2"12"
311'12"
4"'12"
5"•12"
6"•12"
7"'12" or
Profile
(min. 19/32"
plywood)
plywood)
greater
Monier
Battens
Direct
Battens
Direct
Battens
Direct
Battens
Direct
Battens
Direct
Battens
Direct
Lifetile
Deck
20.7
Deck
2 48 Screws
Deck
43.2
Deck
Deck
23.1
Deck
Spanish
N/A
6.87
N/A
6.78
N/A
6.67
N/A
6.52
N/A
6.34
N/A
6.16
'S' Tile
Table 4: Attachment Resistance Expressed as a Moment - Mr (ft-Ibf)
for Nail -On Systems
Tile
Fastener Type
Direct Deck
Direct Deck
Profile
(min 15/32"
(min. 19/32"
plywood)
plywood)
Monier Lifetile Spanish 'S'
Tile
2-10d Ring Shank Nails
28.6
41.2
1-10d Smooth or Screw
5.1
6.8
Shank Nail
2-10d Smooth or Screw
Shank Nails
6.9
9.2
1 48 Screw
20.7
20.7
2 48 Screws
43.2
43.2
1-10d Smooth or Screw
Shank Nail Field Clip)
23.1
23.1
1-10d Smooth or Screw
Shank Nail Eave Clip)
29.3
29.3
2-10d Smooth or Screw
Shank Nails Field Clip)
27.6
27.6
2-10d Smooth or Screw
Shank Nails Eave Clip)
38.1
38,1
Table 6: Attachment Resistance Expressed as a Moment Mr (ft-Ibf)
for Two Patty Adhesive Set Systems
Tile Tile Application Minimum Attachment
Profile Resistance
Monier Lifetile S anish'S' Tile Adhesive 29.3
1 See manufactures component approval for installation re uirements.
2 Flexible Products Company TileBond Average weight per patty 10.7 grams.
Polyfoam Product, Inc. Average weight per patty 8 grams.
NOA No.: 07-1023.09
Expiration Date: 01/02/13
Approval Date: 12/27/07
Page 4 of 6
Table 7: Attachment Resistance Expressed as a Moment - Mt (ft-Ibf)
for Single Patty Adhesive Set Systems '
Tile
Profile
Tile Application
Minimum Attachment
Resistance
Monier Lifetile Spanish'S'
Tile
Polyfoam PolyProTM
66.5
Polyfoam PolyProTM
38.
3 Larqe paddy placement of 63grams of Pol ProTM.
24.5
4 Medium paddy placement of 24 rams of Pol ProTm.
Table 8: Attachment Resistance Expressed as a Moment - Mt (ft-Ibf)
for Mortar Set Systems
Tile
Tile
Attachment
Profile
Application
Resistance
Monier Lifetile S anish 'S' Tile
Mortar Set
24.5
S. LABELING
All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo as
seen below, or following statement: "Miami -Dade County Product Control Approved".
MONIERWETILE LLC, SPANISH `S' TILE (BOOA RATON, FL PLANT)
LOCATED UNDERNEATH TILE
6. BUILDING PERMIT REQUIREMENTS
6.1 Application for building permit shall be accompanied by copies of the following:
6.1.1 This Notice of Acceptance.
6.1.2 Any other documents required by the Building Official or applicable building
code in order to properly evaluate the installation of this system.
NOA No.: 07-1023.09
p . Expiration Date: 01/02/13
Approval Date: 12/27/07
Page 5 of 6
PROFILE DRAWINGS
MONIER LIFETILE SPANISH `S' CONCRETE ROOF TILE
END OF THIS ACCEPTANCE
NOA No.: 07-1023.09
Expiration Date: 01/02/13
Approval Date: 12/27/07
Page 6 of 6
5HEET
® ► ELEVATED DESIGN * CONSULTING ENG. CD
Q P.O. BOX 21 1 10 DATE 5/3/2023
Q LONG BEACH, CA 90801 JOB # 23-59
ENGINEERS PHONE: (5G2) 412-8599
EMAIL: OFFICE.EDNC@GMAIL.COM
Structural De516jn
Re -roofing
Project:
547 Morning5tar
547 5 Morning5tar Dr
Anaheim, CA 92808
Prepared for:
Nancy Chota
2548 Wln5ton Ct
San Bernardino, CA 92408
�y�.. CPN MENp •. '�\,
Irt' LL c,IC 90183 ��y� A
OF
CONCEPCION DIARTE
PROJECT ENGINEER
JOB # 23-59
DATE 5/3/2023
® ► ELEVATED DE51GN * CONSULTING
Q P.O. BOX 21 1 10
Q LONG BEACH, CA 90801
ENGINEERS PHONE: (562) 412-8599
EMAIL: OFFICE.EDNC@GMAIL.COM
547 5 Mornmg5tar Dr
Anaheim, CA 92808
TABLE OF CONTENTS
DE51GN PARAMETERS
1.0 DE51GN CRITERIAI
..............................................................
2.0 LOADING CONDITIONS........................................................ 2
5HEET
ENG. CD
DATE 5/3/2023
JOB # 23-59
FRAMING DE51GN
3.0 ROOF FRAMING........................................................................................................ 5
1.0 DESIGN CRITERIA
Code:
2022 California Building Code
Dimensional Lumber:
Douglas Fir -Larch (DF -Q, WWPA or WCU15
2x Wall Framing: DF -L #2 (U. N.O.)
2x Rafters * Joists: DF -L #2 (U.N.O.)
4x Members: DF -L # I (U.N.O.)
Gx Members: DF -L # I (U.N.O.)
GluLam Beams:
U.N.O.: Grade 24F -V4 (DF/DF)
Engineered Framing:
Wood I -Joists: TJI I 10,210,230,360,560 ICC ESR -1 153
LSL, P5L I .55E Timberstrand, 2.2E Parallam ICC ESR -1387
5heathmcg:
Min. APA -Rated 5heathin6j, Exposure 1, Plywood or O5B (U.N.O.)
Concrete:
Compressive Strength @ 28 days per ASTM C39 -9G:
Footings: 2500 psi
Grade Beams and Caissons: 3000 psi
Concrete Block:
Grade N-1 per ASTM C90-95, fm = 1500 psi per ASTM E447-92
Mortar:
Type 5 Mortar Cement per ASTM C270-95, Min. fm = 1800 psi @ 28 days.
Grout:
Coarse Grout w/ 3/8" Max. Aggregate per ASTM C476-91 ,
Min. fm = 2000 psi @ 28 days.
Reinforcing Steel:
#3 to #18: ASTM A70G (Fy = GO ksi)
Structural Steel:
`W' 5hapes: ASTM A992, Fy= 50ksi
Plates, Angles, Channels: ASTM A3G Fy = 3G ksi
Tube 5hape5: ASTM A500, Grade B Fy= 4G ksi
Pipe 5hape5: ASTM A53, Grade B Fy=35 ksi
Welding Electrodes:
Structural Steel: E70 -TG
AG 15-60 Rebar: E90 5ene5
Bolts:
511 Plate Anchor Bolts * Threaded Rods: F 1554 Grade 55 Quality Minimum
Bolted Connections: A307 (Bearvng, U.N.O.)
References:
Roofing
5.4
psf
3.5/32" Sheathing
1.5
psf
Roof Framing
2.8
psf
5/8" Gyp. Bd.
2.8
psf
R-30 Insulation
1.5
psf
Misc.
2.8.
psf
F DEADI 20.0 psf
LIVE 20.0 psf
INTERIOR WALL
5/8" Gyp. Bd. (z Sides) 4.6 psf
2x4 Studs Qa i6" o.c. 2.2 psf
Misc. z.3 psf
E DEAD
8.o
psf
DECK
2.8
psf
Flooring
4.0
psf
Sheathing
2.8
psf
Floor Framing
2.8
psf
5/8" Gyp. Bd.
2.8.
psf
Misc
2.6
psf
E DEAD 15.0 psf
LIVE 6o.o psf
2.O VERTICAL LOADING
Flooring
4.0
psf
Sheathing
2.8
psf
Floor Framing
2.8
psf
5/8" Gyp. Bd.
2.8
psf
Misc
2.6
psf
LIVE
1o.o
psf
F DEAD
i5.o
psf
LIVE
40.0
psf
7/8" Stucco
9.0
psf
15/32" Sheathing
1.5
psf
2x4 Studs Qa 26" o.c.
i.1
psf
5/8" Gyp. Bd.
2.8
psf
Misc.
1.6
psf
LIVE
1o.o
psf
F DEAD
16.o
psf
Ceiling Framing
2.8
psf
5/8" Gyp. Bd.
2.8
psf
R-30 Insulation
1.5
psf
Misc.
o.g
psf
E DEAD
8.0
psf
LIVE
1o.o
psf
PaezP P
PARAMETER5
Latitude: 33.865
Longitude: -117.732
Occupancy Category: 2 Site Class: D
Importance Category: 1.o Roof Height 21 ft
U5G5 5PECTRAL INFORMATION
Ss = 1.901 g S,, = o.670 g
Fa = 1.20 F„ = 1.70
Sds = 1.521 Sdz = 0.759
NOTE: SEE FOLLOWING PAGES FOR USGS DATA
DE51GN CATEGORY
Sl < 0.75 (11.6 ASCE 7-16)
Si > 0.04
(11'6.1 & 2 ASCE 7-16)
Ss > 0.15
Seismic Design Category: D
PERIOD CALCULATION
Ta = Ct * (hn)o•75 = 0.2 Ta < (o.8)Ts, OK
Ts = SDJSDS = 0.5
k = 1.0 Ta<o.5
2.0 SEISMIC LOADING
R FACTOR 5CIIDULE
R = 8.o
:Special Steel Moment Frame
R = 6.5
:Wood Structural Shearwalls
R = 5.0
:Special Reinforced Concrete Shearwalls
R = 5.0
:Special Reinforced Masonry Shearwalls
R = 4.5
:Upper Limit on Hillside Structures
R = 3.50
:Ordinary Steel Moment Frame
R = 1.25
:Ordinary Steel Cantilevered Column
R = 6.5 Selected R Value
CS SEISMIC COEFFICIENT
SMs = FaSs
SMS = 2.281
SDS = (2/3) SMS
SDs = 1.52
Cs SDS
(R/1)
Cs = 0.234
CsWDL
VASD=
1.4
VASD= o.167 WDL
NO SEISMIC ANALY515 PERFORMED
(11.4-3)
Csmaz = SD.
T(R/1)
(12.8-2) Csma: = 0.595
Fa,qP
2.0 WIND LOADING
DESIGN PARAMETERS
DE5CRIPTION REFERENCE
Z:
6:
V:
Structure Type:
Exposure Category:
KzT:
Enclosure Classification:
21 '
height above Ground Level
ASCE 7-1 G Table 30.3-/
20
Roof Angle
A5CE 7-1 G Table 26.6- /
1 15 mph
Basic Wind Speed
A5CE 7-1 G Figure 26.5- lA
Budding
Structure Type
A5CE 7-1 G Table 26.6- /
B
Exposure Category
ASCE 7-1 G Section 26.7
1
Topographical Factor
ASCE 7-1 G Section 26.6.2
Enclosed
Enclosure Classification:
5ect�on 26. /0 * 26.2
z z
for 155zSzg; Kz=2.01*/Z)a for z<zg; Kz=2.01*�151a
I`zg zg
Kz= 2.0 /'(2 //l 200) ^ (217)
KZ:
KO:
Zq:
a:
GCp,:
qh:
O.G3
Velocity Wind Pressure Exposure Coefficient
ASCE 7-1 G Table 30.3-/
0.85
Wind Directionality
A5CE 7-1 G Table 26.6- /
1200'
Terrain Exposure Constant
ASCE 7-1 G Table 26.9- l
7
iTerrain Exposure Constant
ASCE 7-1 G Table 26.9-/
0.18
1 Internal Pressure Coefficients
A5CE 7-1 G Table 26. / / -/
18.21 psf
Velocity Pressure
A5CE 7-1 G Eqn. 30.3-/
DESIGN WIND PRESSURES
Budding 5urface
1
2
3
4
5
G
IE
2E
3E
4E
5E
GE
P = 9n.I(GCnf) - (GCni)]
Load Case I
Pressure Coefficient Design Wind Pressure
(ASCE Figwe 28.4-/J
p
0.53
G psf
-O.G9
- I G psf
-0.48
-12 psf
-0.43
-1 1 psf
0.80
-1.07
-O.G9
-0. G4
I I psf
-23 psf
-I G psf
-15 psf
Load Case 2
Pressure Coeff7cien
Design Wind Pressure
F (ASCE Figure 28.4-/J
p
-0.45
-1 1 psf
-O.G9
-I G psf
-0.37
-10 psf
-0.45
-1 1 psf
0.40
4 psf
-0.29
-9 psf
-0.48
-12 psf
-1.07
-23 psf
-0.53
-13 psf
-0.48
-12 psf
O.G 1
8 psf
-0.43
-1 I P5f
Design Wind Pressure
U5E: Wall: I G.0 psf
Roof: I G.5 p5f
Pan.- 4
ROOF RAFTER 5CHEDULE:
DF#2 DEAD LOAD 15 F5F/ ROOF LIVE LOAD 20 F5F U A=240
RAFTER SIZE SPACING ALLOWABLE 5PAN5
CEILING J015T 5CHEDULE:
DF#2 DEAD LOAD 8 F5F/ LIVE LOAD 10 F5F U 0=240
RAFTER 51ZE SPACING ALLOWABLE 5PAN5
�4 11
61
2x4
16 "
7'
12 °
8'
2411
10,
2x6
16°
11'
12 "
12 '
�4
13
2x8
16 "
15 '
12 If
:L6'
24
16'
2x10
16"
29'
12 "
21 '
�4
�9
2x12
16"
23'
12 "
26'
CEILING J015T 5CHEDULE:
DF#2 DEAD LOAD 8 F5F/ LIVE LOAD 10 F5F U 0=240
RAFTER 51ZE SPACING ALLOWABLE 5PAN5
�4
81
2x4
16 "
9 '
12 "
10'
24
12'
2x6
16 "
14'
12 "
161
24 "
16'
2x8
1611
19'
12 "
21'
24 "
21'
2x10
3.611
24'
12 If
27'
�4
�4
2x12
16°
29'
12 If
32'
FLOOR J015T 5CHEDULE:
3.0 FRAMING
DF#2 DEAD LOAD 15 P5F/LIVE LOAD 40 P5F U A=240
RAFTER 51ZE SPACING ALLOWABLE SPANS
RAFTER TIE CONNECTION5
ROOF LIVE LOAD 20 P5F
RAFTER SLOPE TIE SPACING ROOF SPAN
24 in 7 1 11 15
3:12 i6 in 5 8 10
12 in 1 4 6 8
24„
5,
2x4
16 "
6'
16 in
12
6'
8
24„
8'
2x6
3.611
9 '
12 °
10'
7
24„
3.0'
2x8
16 "
12'
6
12 "
13 '
3
24„
12,
2x10
2611
15'
12 "
17'
�4„
14,
2x12
16"
17'
12 "
20'
RAFTER TIE CONNECTION5
ROOF LIVE LOAD 20 P5F
RAFTER SLOPE TIE SPACING ROOF SPAN
24 in 7 1 11 15
3:12 i6 in 5 8 10
12 in 1 4 6 8
kequired number of I Gd common nail5 per connection, wood
members shall be of 5uffiaent 5ize to prevent 5phttmg due to nailing.
Split members shall be removed and replaced.
Pae3P a
24 in
5
8
12
4:12
16 in
4
6
8
12 in
3
5
6
24 in
4
7
9
5:12
16 in
3
5
6
12 in
3
4
5
kequired number of I Gd common nail5 per connection, wood
members shall be of 5uffiaent 5ize to prevent 5phttmg due to nailing.
Split members shall be removed and replaced.
Pae3P a
®Project Title:
0 Engineer:
Project ID:
D 1 Project Descr:
ENGINEERS
547 Morningstar
CD
Reroofing
Wood Beam Project File: 547 Momingstar.ec6 I
DESCRIPTION: R13-1
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method:
Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination: ASCE 7-16
Fb -
900.0 psi
Ebend- roc 1,600.Oksi
634.08psi
fv: Actual =
Fc - Prll
1,350.0 psi
Eminbend - roc 580.0ksi
Wood Species
Douglas Fir -Larch
Fc - Perp
625.0 psi
Load Combination
Wood Grade
No.2
Fv
180.0 psi
0.000 ft
Span # where maximum occurs =
Span # 1
Ft
575.0 psi
Density 31.210pcf
Beam Bracing
Beam is Fully Braced against lateral -torsional buckling
M
Max Downward Transient Deflection
Repetitive Member Stress Increase
F_
D(0.02) Lr(0.02)
V 0
Span = 14.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (ROOF)
Maximum Bending Stress Ratio =
0.44@ 1
Maximum Shear Stress Ratio =
0.135 :1
Section used for this span
2x10
Section used for this span
2x10
fb: Actual =
634.08psi
fv: Actual =
30.26 psi
Fb: Allowable =
1,423.13psi
Fv: Allowable =
225.00 psi
Load Combination
+D+Lr
Load Combination
+D+Lr
Location of maximum on span =
7.250ft
Location of maximum on span =
0.000 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
C t
CL
M
Max Downward Transient Deflection
0.126 in Ratio=
1376 >=360 Span:1 : Lr Only
tv
Max Upward Transient Deflection
0 in Ratio=
0 <360 n/a
Max Downward Total Deflection
0.272 in Ratio =
640 >=180 Span:1 : +D+Lr
Max Upward Total Deflection
0 in Ratio=
0<180 n/a
0.00
Maximum Forces & Stresses for Load- Combinations
Load CombinationMax
ress a losomenValues
Shear
Values
Segment Length
Span # M V
Cd CFN
C 1
Cr
Cm
C t
CL
M
fb
Pb
V
tv
Fw
D Only
0.00
0.00
0.00
0.00
Length =14.50 ft
1 0.331 0.100
0.90 1.100
1.00
1.15
1.00
1.00
1.00
0.60
339.21
1024.65
0.15
16.19
162.00
+D+Lr
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =14.50 ft
1 0.446 0.135
1.25 1.100
1.00
1.15
1.00
1.00
1.00
1.13
634.08
1423.13
0.28
30.26
225.00
+D+0.750Lr
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =14.50 ft
1 0.394 0.119
1.25 1.100
1.00
1.15
1.00
1.00
1.00
1.00
560.36
1423.13
0.25
26.75
225.00
+0.60D
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =14.50 ft
1 0.112 0.034
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.36
203.53
1821.60
0.09
9.71
288.00
Overall Maximum Deflections
Load Combination
Span
Max %" Defl
Location in Span
Load Combination
Max. Y Defl Location in Span
+D+Lr
1
0.2718
7.303
0.0000
0.000
oI�IV(:
ENGINEERS
Project Title: 547 Morningstar
Engineer: CD
Project ID:
Project Descr: Reroofing
Wood Beam Project File: 547 Momingstar.ec6 I
DESCRIPTION: RB -1
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Ove MAXimum
0.312
0.312
Overall MINimum
0.145
0.145
D Only
0.167
0.167
+D+Lr
0.312
0.312
+D+0.750Lr
0.276
0.276
+0.601)
0.100
0.100
Lr Only
0.145
0.145
® ► Project Title:
0 Engineer:
Project ID:
D ► Project Descr:
ENGINEERS
547 Morningstar
CD
Reroofing
Wood Beam Project File: 547 Momingstar.ec6 I
DESCRIPTION: R13-2
CODE REFERENCES
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method:
Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination:
ASCE 7-16
Fb -
900.0 psi
Ebend- roc 1,600.Oksi
Location of mapmum on span
= 16.000ft
Fc - Prll.
1,350.0 psi
Eminbend - xx 580.0ksi
Wood Species
Douglas Fir -Larch
Fc - Perp
625.0 psi
Wood Grade
No.2
Fv
180.0 psi
M
V
Cd CFN
Ft
575.0 psi
Density 31.210pcf
Beam Bracing
Beam is Fully Braced against lateral -torsional budding
M
fb
Repetitive Member Stress Increase
D(0.02) Lr(0.02) D(0.02) Lr(0 02)
v v v 8
200 2x10
Span = 16.0 ft Span = 8.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width = 1.0 ft, (ROOF)
Load for Span Number 2
Uniform Load: D = 0.020, Lr = 0.020 ksf, Tributary Width =1.0 ft, (ROOF)
udmum Bending Stress Ratio
= 0.407 1
Section used for this span
2x10
fb: Actual
= 579.80psi
Fb: Allowable
= 1,423.13psi
Load Combination
+D+Lr+H, LL Comb Run (LL)
Location of mapmum on span
= 16.000ft
Span # where maximum occurs
= Span # 1
Maximum Deflection
Maximum Shear Stress Ratio
Section used for this span
fv: Actual
Fv: Allowable
Load Combination
Location of maximum on span
Span # where ma)amum occurs
0.182 : 1
2x10
40.85 psi
225.00 psi
+D+Lr+H, LL Comb Run (LL)
15.285 ft
Span # 1
Max Downward Transient Deflection
0.115 in Ratio=
1663>=360
Span: 2: Lr Only, LL Comb Run ('L)
Max Upward Transient Deflection
-0.021 in Ratio =
4754>=360
Span: 2: Lr Only, LL Comb Run (L•)
Max Downward Total Deflection
0.236 in Ratio=
813>=180
Span: 2: +D+Lr+H, LL Comb Run (•L)
Max Upward Total Deflection
-0.033 in Ratio=
3056 >=180
Span: 2: +D+Lr+H, LL Comb Run (L')
Maximum Forces & Stresses for Load Combinations
Load Combination
Max Stress Hatios
Moment Valuesea
--r
ueS
Segment Length Span #
M
V
Cd CFN
Ci
Cr
Cm
C
CL
M
fb
t
Pb
V
fv
Fb
+D+H
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.303
0.135
0.90 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1024.65
0.20
21.86
162.00
Length = 8.50 ft 2
0.303
0.135
0.90 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1024.65
0.15
21.86
162.00
+D+L+H, LL Comb Run ('L)
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.20
21.86
180.00
Length = 8.50 ft 2
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.15
21.86
180.00
+D+L+H, LL Comb Run (L•)
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.20
21.86
180.00
Length = 8.50 ft 2
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.15
21.86
180.00
+D+L+H, LL Comb Run (LL)
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
oI�IV�:
ENGINEERS
Project Title:
Engineer:
Project ID:
Project Descr:
547 Morningstar
CD
Reroofing
Wood Beam Project File: 547 Mom1ngstar.ec6 I
DESCRIPTION: R13-2
Maximum Forces & Stresses for Load Combinations
Load Combination Max
Stress Halos
Moment Values
Snear
values
Segment Length Span #
M
V
Cd CFN
C i
Cr
Cm
C t
CL
M
fb
Pb
V
fv
Fv
Length =16.0 ft 1
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.20
21.86
180.00
Length = 8.50 ft 2
0.272
0.121
1.00 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1138.50
0.15
21.86
180.00
+D+Lr+H, LL Comb Run ('L)
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 16.0 ft 1
0.243
0.107
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.62
345.32
1423.13
0.22
24.06
225.00
Length = 8.50 ft 2
0.243
0.107
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.62
345.32
1423.13
0.22
24.06
225.00
+D+Lr+H, LL Comb Run (L')
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length = 16.0 ft 1
0.383
0.180
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.97
544.64
1423.13
0.37
40.43
225.00
Length = 8.50 ft 2
0.383
0.180
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.97
544.64
1423.13
0.19
40.43
225.00
+D+Lr+H, LL Comb Run (LL)
1.100
•1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.407
0.182
1.25 1.100
1.00
1.15
1.00
1.00
1.00
1.03
579.80
1423.13
0.38
40.85
225.00
Length = 8.50 ft 2
0.407
0.182
1.25 1.100
1.00
1.15
1.00
1.00
1.00
1.03
579.80
1423.13
0.27
40.85
225.00
+D+S+H
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.20
21.86
207.00
Length = 8.50 ft 2
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.15
21.86
207.00
+D+0.750Lr+0.750L+H, LL Ca
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.236
0.099
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.60
336.54
1423.13
0.21
22.17
225.00
Length = 8.50 ft 2
0.236
0.099
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.60
336.54
1423.13
0.20
22.17
225.00
+D+0.750Lr+0.750L+H, LL Coi
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.342
0.159
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.87
486.02
1423.13
0.33
35.79
225.00
Length = 8.50 ft 2
0.342
0.159
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.87
486.02
1423.13
0.18
35.79
225.00
+D+0.750Lr+0.750L+H, LL Coi
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.360
0.160
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.91
512.39
1423.13
0.33
36.10
225.00
Length = 8.50 ft 2
0.360
0.160
1.25 1.100
1.00
1.15
1.00
1.00
1.00
0.91
512.39
1423.13
0.24
36.10
225.00
+D+0.750L+0.750S+H, LL Cor
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.20
21.86
207.00
Length = 8.50 ft 2
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.15
21.86
207.00
+D+0.750L+0.750S+H, LL Cor
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.20
21.86
207.00
Length = 8.50 ft 2
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.15
21.86
207.00
+D+0.750L+0.750S+H, LL Cor
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.20
21.86
207.00
Length = 8.50 ft 2
0.237
0.106
1.15 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1309.28
0.15
21.86
207.00
+D+0.60W+H
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.20
21.86
288.00
Length = 8.50 ft 2
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.15
21.86
288.00
+D+0.750Lr+0.750L+0.450W+
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.185
0.077
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.60
336.54
1821.60
0.21
22.17
288.00
Length = 8.50 ft 2
0.185
0.077
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.60
336.54
1821.60
0.20
22.17
288.00
+D+0.750Lr+0.750L+0.450W+
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.267
0.124
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.87
486.02
1821.60
0.33
35.79
288.00
Length = 8.50 ft 2
0.267
0.124
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.87
486.02
1821.60
0.18
35.79
288.00
+D+0.750Lr+0.750L+0.450W+
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.281
0.125
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.91
512.39
1821.60
0.33
36.10
288.00
Length = 8.50 ft 2
0.281
0.125
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.91
512.39
1821.60
0.24
36.10
288.00
+D+0.750L+0.750S+0.450W+I
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.20
21.86
288.00
Length = 8.50 ft 2
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.15
21.86
268.00
+D+0.750L+0.750S+0.450W+I
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.20
21.86
288.00
Length = 8.50 ft 2
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.15
21.86
288.00
+D+0.750L+0.750S+0.450W+I
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.20
21.86
288.00
Length = 8.50 ft 2
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.15
21.86
288.00
+0.60D+0.60W+0.60H
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.102
0.046
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.33
186.10
1821.60
0.12
13.11
288.00
Length = 8.50 ft 2
0.102
0.046
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.33
186.10
1821.60
0.09
13.11
268.00
+D+0.70E+0.60H
1.100
1.00
1.15
1.00
1.00
1.00
0.00
0.00
0.00
0.00
Length =16.0 ft 1
0.170
0.076
1.60 1.100
1.00
1.15
1.00
1.00
1.00
0.55
310.17
1821.60
0.20
21.86
288.00
® Project Title: 547 Morningstar
Engineer: CD
Project ID:
D 1 Project Descr: Reroofing
ENGINEERS
Wood Beam Project Fla: 547 Momingstar.ec6 I
DESCRIPTION: RB -2
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ha -os
omen values b ear V uss
Segment Length Span # M V
Cd CFN Ci
Cr
Cm C t
CL M fb Pb V fv Fb
Length = 8.50 ft 2 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.15 21.86 288.00
+D+0.750L+0.750S+0.5250E+
1.100 1.00
1.15
1.00 1.00
1.00 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.20 21.86 288.00
Length = 8.50 ft 2 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.15 21.86 288.00
+D+0.750L+0.750S+0.5250E+
1.100 1.00
1.15
1.00 1.00
1.00 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.20 21.86 288.00
Length = 8.50 ft 2 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.15 21.86 288.00
+D+0.750L+0.750S+0.5250E+
1.100 1.00
1.15
1.00 1.00
1.00 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.20 21.86 288.00
Length = 8.50 ft 2 0.170 0.076
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.55 310.17 1821.60 0.15 21.86 288.00
+0.60D+0.70E+H
1.100 1.00
1.15
1.00 1.00
1.00 0.00 0.00 0.00 0.00
Length =16.0 ft 1 0.102 0.046
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.33 186.10 1821.60 0.12 13.11 288.00
Length = 8.50 ft 2 0.102 0.046
1.60 1.100 1.00
1.15
1.00 1.00
1.00 0.33 186.10 1821.60 0.09 13.11 288.00
Overall Maximum Deflections
Load Combination Span
Max. "- Defl Location in Span Load Combination Max °+° Defl Location in Span
+D+Lr+H, LL Comb Run (L') 1
0.2359
7.330
0.0000 0.000
2
0.0000
7.330
+D+Lr+H, LL Comb Run (L•) -0.0334 3.277
Vertical Reactions
Support notation
: Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2 Support 3
Overall MAXimum
0.283
0.713
0.110
Overall MINimum
0.130
0.332
-0.049
+D+H
0.150
0.381
0.033
+D+L+H, LL Comb Run ('L)
0.150
0.381
0.033
+D+L+H, LL Comb Run (L')
0.150
0.381
0.033
+D+L+H, LL Comb Run (LL)
0.150
0.381
0.033
+D+Lr+H, LL Comb Run (•L)
0.146
0.478
0.110
+D+Lr+H, LL Comb Run (L')
0.283
0.617
-0.016
+D+Lr+H, LL Comb Run (LL)
0.279
0.713
0.061
+D+S+H
0.150
0.381
0.033
+D+0.750Lr+0.750L+H, LL Comb Run ('
0.147
0.454
0.091
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.250
0.558
-0.004
+D+0.750Lr+0.750L+H, LL Comb Run (L
0.247
0.630
0.054
+D+0.750L+0.750S+H, LL Comb Run ('L
0.150
0.381
0.033
+D+0.750L+0.750S+H, LL Comb Run (L'
0.150
0.381
0.033
+D+0.750L+0.750S+H, LL Comb Run (LL
0.150
0.381
0.033
+D+0.60W+H
0.150
0.381
0.033
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.147
0.454
0.091
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.250
0.558
-0.004
+D+0.750Lr+0.750L+0.450W+H, LL Comb
0.247
0.630
0.054
+D+0.750L+0.750S+0.450W+H, LL Comb
0.150
0.381
0.033
+D+0.750L+0.750S+0.450W+H, LL Comb
0.150
0.381
0.033
+D+0.750L+0.750S+0.450W+H, LL Comb
0.150
0.381
0.033
+0.60D+0.60W+0.60H
0.090
0.229
0.020
+D+0.70E+0.60H
0.150
0.381
0.033
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.150
0.381
0.033
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.150
0.381
0.033
+D+0.750L+0.750S+0.5250E+H, LL Comb
0.150
0.381
0.033
+0.60D+0.70E+H
0.090
0.229
0.020
D Only
0.150
0.381
0.033
Lr Only, LL Comb Run (•L)
-0.004
0.096
0.078
Lr Only, LL Comb Run (L')
0.134
0.235
-0.049
Lr Only, LL Comb Run (LL)
0.130
0.332
0.028
H Only
Permit Types
BLD ELE MEC PLM
X
Permit Number: BLD202342269
Issued: 05/09/2023
www.anaheim.net/building
(714)765-4626
Quarter Section: 225
CITY OF ANAHEIM
Site Address: 547 S MORNINGSTAR DR, ANAHEIM, CA 92808
Legal Description: N TR 12988 BLK LOT 47
APN:35423320
BUILDING DIVISION
200 S. ANAHEIM BLVD.
(714) 765 -5153
WORKER'S COMPENSATION DECLARATION:
WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES
AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED
FOR IN SECTION 3706 OR THE LABOR CODE. INTEREST, AND ATTORNEYS FEES.
I hereby affirm under penalty of perjury one of the following declarations:
I have and will maintain a certificate of consent to self -insure for worker's compensation, Issued by the Director of Industrial Relations as provided for by
Sermon 3700 of the Labor Code, for the performance of the work for which this permit is issued.
1 have and will maintain worker's compensation insurance, as required by Section 3700 of the Labor Code. for the performance of the work for which
this permit is issued. My workefs Compensation insurance carrier and policy are:
Cartier., STATE COMPENSATION INSURANCE FUND Policy No.: 9327281 Expiration Date: 1113
Name of Agent: Phone No.:
I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the
rker's tion laws of California, and agree that, if I should become subject to the worker's compensation provisions of Section 3700 of the
bor, de, I shal forthwith comply with those provisions.
Si ture f nt Date
DECLARATION REGARDING CONSTRUCTION LENDING AGENCY:
I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit Is issued
(Sec.3097.Civ.C):
Lender's Name:
Lenders Address:
LICENSED CONTRACTOR'S DECLARATION:
I hereby affirm under the penalty of Perjury that I am licensed under provisions of chapter 9 (commencing with Section 7000) of Division 3 of the Business and
Profes ' C de, and my license Is In full force and effect.
e7— 75A
3 -- --
C or Signature Date
NUMBER EXPIRATION DATE LICENSE TYPE (SI
922874 09/30/2022 C39