HomeMy WebLinkAbout3080 Fenton Streeti CITY OF WHEAT RIDGE
Building Inspection Division
(303) 235-2855 Office
INSPECTION NOTICE
Inspection Type: M FI
Job Address: - ID C.0 �,0
Permit Number: 7.011 00ZL-u
❑ No one available for inspection: Time 4:! 15 Opm
Re -Inspection required: Yes 'No'
When corrections are complete, schedule re -inspection online.
Date: -I I- la? 3 Inspector: Aryls
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 235-2855 Office
INSPECTION NOTICE
Inspection Type: P--1 P'
Job Address: ��- Cy .n
Permit Number:
❑ No one available for inspection: Time AM/PM
Re -Inspection required: Yes No
When corrections are complete, schedule re -inspection online.
�1.
Date: d ! � 'fir- ) Inspector:
DO NOT REMOVE THIS NOTICE
1* � � i City of Wheat Ridge
Residential Miscellaneous PERMIT - 202100247
PERMIT NO: 202100247 ISSUED: 02/09/2021
JOB ADDRESS: 3080 Fenton St EXPIRES: 02/09/2022
JOB DESCRIPTION: Install gas line for firepit and grill in backyard - 80 ft long
*** CONTACTS ***
OWNER (303)433-9944 ROBERTS GEORGE ANDREW
SUB (303)466-4206 GREG FANGER & KEVIN FANGER 017986 THE GAS CONNECTION
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 2412 / LAKESIDE, STEWART GARDENS, OLI BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 11345.00
FEES
Total Valuation 0.00
Use Tax 28.25
Permit Fee 57.10
** TOTAL ** 85.35
*** COMMENTS ***
*** CONDITIONS ***
Work shall comply with 2018 IRC & 2020 NEC. Smoke alarms shall comply with 2018 IRC Section
134. Interior alterations, repairs, fuel -fired appliance replacements, or additions, any of
which require a building permit, occurs or where one or more rooms lawfully used for
sleeping purposes shall have an operational carbon monoxide alarm installed within fifteen
feet of the entrance to each room lawfully used for sleeping purposes.
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 thispermit and perform the work described and approved in conjunction with
this�permrt. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be
performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Signature of OWNER or CONTRACTOR (Circle one) Date
1, This permit was issued based on the information provided in the permit application and accompanying 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 may be 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 and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Official 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 requ�ired
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, anviolation of any provision of any
�pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection.
02/09/2021
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
From: no-reolv(alci.wheatridae.m. us
To: CommDev Pets
Subject: Online Form Submittal: General Permit Application
Date: Monday, February 8, 20213:55:23 PM
General Permit Application
This application is exclusively for Scopes of Work that do not already have a
specific form.
YOU MUST ATTACH AN ELECTRONIC PAYMENT FORM IN ORDER FOR THE
PERMIT TO BE PROCESSED.
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
WORK UNTIL PERMIT HAS BEEN ISSUED.
PROPERTY INFORMATION
Is the property
Residential or
Commercial?
Property Address
Property Owner Name
Property Owner Phone
Number (enter WITH
dashes, eg 303-123-
4567)
Property Owner Email
Address
Attach City of Wheat
Ridge Electronic
Payment Form - "DO
NOT ATTACH A
PICTURE OF A
CREDIT CARD"
CONTACT INFORMATION
Residential
3080 Fenton St Wheat Ridge CO 80214
rG1T:l z"T 'Ve7.emn
303-433-9944
Field not completed.
Submitting General The Gas Connection
Contractor or Architect
Contractor's License
Number (This is a 5 or
6 digit number for the
City of Wheat Ridge)
017986
Contract Phone
Number (enter WITH
dashes, eg 303-123-
4567)
Contact Email Address
Retype Contact Email
Address
DESCRIPTION OF WORK
Detailed Scope of
Work - Provide a
detailed description of
work including
mechanical, electrical,
plumbing work
occurring,
adding/removing walls,
etc.
303-466-4206
shari@thegasconnection.com
shari@thegasconnection.com
Install gas line for firepit and grill
Square footage of 80
scope of work
Location of work Backyard
(backyard, on roof, etc)
Project Value (contract
value or cost of ALL
materials and labor)
Upload Engineer letter,
other documents on 8
1/2" x 11 "
Upload Asbestos
Report if triggler level is
met per CDPHE
regulation.
Upload Drawings 11" x
17" or larger
1345.00
Field not completed.
Field not completed.
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of
Wheat Ridge codes
and ordinances for
work under any permit
issued based on this
application.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have Yes
been authorized by the
legal owner of the
property to submit this
application and to
perform the work
described above.
I attest that everything Yes
stated in this
application is true and
correct and that
falsifying information in
this application is an
act of fraud and may
be punishable by fine,
imprisonment, or both.
Person Applying for Shari Risinger
Permit
Email not displaying correctly? View it in your browser.
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i CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: z�
Job Address: �,<, ",� c) - n k
Permit Number: U 1 v l..A 0
❑ No one available for inspection: Time / ! AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date: L, , �1 Inspector:
DO NOT REMOVE THIS NOTICE
i CITY OF WHEAT RIDGE
_1�9rBuilding Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type:
Job Address: G r, 0 5 \---
Permit Number:y U
❑ No one available for inspection: Time _` " ` AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303 -234 -
Date: ? Inspector: ` l�
DO NOT REMOVE THIS NOTICE
A i CITY OF WHEAT RIDGE
_:�9�Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office • (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: Y'N— ` r:>
Jbb' Address: 30 '?C-)
Permit Number: fit) \c\
i
`� �� ` •, :»-+, : , � Lam` / � (�, �.- i_.
❑ No one available for inspection: Time ! AM/PM
Re -Inspection required: Yes No
When corrections have been made, call for re -inspection at 303-234-5933
Date
Inspector:
-,-
DO NOT REMOVE THIS NOTICE
4' CITY OF WHEAT RIDGE
Building Inspection Division
(303) 234-5933 Inspection line
(303) 235-2855 Office * (303) 237-8929 Fax
INSPECTION NOTICE
Inspection Type: '2 Y -L'
Job Address:
Permit Number:
C
A-"
LJ No one available Tor in.0spec
Re -Inspection required: W,
51
)n:'Time AM/PM
NO
When corrections have been made, call for re -inspection at 303-234-5933
Date: -
C1 inspector:
DO NOT REMOVE THIS NOTICE
City of Wheat Ridge
Residential Roofing PERMIT - 201901060
PERMIT NO: 201901060 ISSUED: 05/23/2019
JOB ADDRESS: 3080 Fenton St EXPIRES: 05/22/2020
JOB DESCRIPTION: Reroof with IKO Cambridge asphalt shingles, 26 squares, 4/12 pitch (house
and garage)
*** CONTACTS ***
OWNER (563)542-5068 BRENT J. METZ
SUB (303)377-8679 TOM BLACK 060113 TOM BLACK ROOFING CO-MANKE CON
*** PARCEL INFO ***
ZONE CODE: UA
/ Unassigned
USE: UA / Unassigned
SUBDIVISION CODE: UA
/ Unassigned
BLOCK/LOT#: /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,750.00
FEES
Total Valuation 0.00
Use Tax 120.75
Permit Fee 140.90
** TOTAL ** 261.65
*** COMMENTS ***
*** CONDITIONS ***
Midroof & Final Roof inspections for ROOFS 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.
REGARDING ROOF VENTILATION: Roof ventilation shall comply with IBC Sec. 1203.2 or IRC Sec.
R806. The installation of ridge venting requires the installation or existence of soffit
venting. For calculation purposes, one hat or turtle vent equal to one-half of one square
foot of opening.
Effective December 1, 2014, asphalt shingle installations require an approved midroof
inspection, conducted when 25-75% 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 -roofs may be called in at the same time, one hundred percent of the sheathing must be
complete and 25-75% of the mid -roof may be complete. Asphalt shingles are required to be
fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is
required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave
and secured in place is required to be provided for all roof inspections. Roof ventilation
is required to comply with applicable codes and/or manufacturer installation instructions,
whichever is more stringent. In order to pass a final inspection of elastomeric or similar
type roof coverings, a letter of inspection and approval 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.
PERMIT NO:
JOB ADDRESS:
JOB DESCRIPTION:
City of Wheat Ridge
Residential Roofing PERMIT - 201901060
201901060
3080 Fenton St
ISSUED: 05/23/2019
EXPIRES: 05/22/2020
Reroof with IKO Cambridge asphalt shingles, 26 squares, 4/12 pitch (house
and garage)
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 that I am legally authorized to include alI entities named within this document as parties to the work to be
performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Signature of OWNER or CONTRACTOR (Circle one) Date
1. This permit was issued based on the information provided in thepermit application and accompanying 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 may be subject to a fee equal to one-half of the originalpermit 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 Oficial 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, an violation of any provision of any
applicable code or any ordinance,or regulation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
Kimberly Cook
From:
no-reply@ci.wheatridge.co.us
Sent:
Monday, May 20, 2019 8:33 PM
To:
CommDev Permits
Subject:
Online Form Submittal: Residential Roofing Permit Application
Categories: Kim, Licensing Issue
Residential Roofing Permit Application
This application is exclusively for new RESIDENTIAL roofing permits and for
licensed contractors only. Permits are processed and issued in the order they are
received. You will be notified if your contractor's license or insurance has
expired. The license and insurance must be current before the permit will be
processed.
For all other requests:
Homeowners wishing to obtain a roofing permit must apply for the permit in
person at City Hall. Revisions to existing permits (for example, to add
redecking) must be completed in person at City Hall. The Building Division
permit counter is open from 7:30 am to 3:30 pm, Monday through Friday to
process these types of requests.
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
REROOFING UNTIL PERMIT HAS BEEN ISSUED.
Is this application for a
RESIDENTIAL reroof
permit?
How many dwelling units
are on the property?
Yes
Single Family Home
PROPERTY INFORMATION
Property Address
Property Owner Name
Property Owner Phone
Number (enter WITH
dashes, eg 303-123-4567)
Property Owner Email
Address
3080 Fenton
Brent Metz
563-542-6058
tblack1964@hotmail.com
Do you have a signed
No
contract to reroof this
property?
CONTRACTOR INFORMATION
Contractor Business
Tom Black Roofing
Name
Contractor's License
20706
Number
Contractor Phone
302-523-7915
Number (enter WITH
dashes, eg 303-123-4567)
Contractor Email Address
tblack1964@hotmail.com
Retype Contractor Email
tblack1964@hotmail.com
Address
Credit Card Authorization
IMG 20190520 0001.pdf
Form
DESCRIPTION OF WORK
TOTAL SQUARES of
26
the entire scope of work:
Project Value (contract
5750.00
value or cost of ALL
materials and labor)
Are you re-decking the
No
roof?
Is the permit for a flat
Pitched roof (2:12 pitch or greater)
roof, pitched roof, or
both? (check all that
apply)
What is the specific pitch
4/12
of the PITCHED roof?
How many squares are
26
part of the PITCHED
roof?
Describe the roofing
IKO Cambridge shingles
materials for the
PITCHED roof:
PJ
Type of material for the Asphalt
PITCHED roof:
Provide any additional House and garage
detail here on the
description of work. (Is
this for a house or
garage? Etc)
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of Wheat
Ridge codes and
ordinances for work
under any permit
issued based on this
application.
I understand that this Yes
application is NOT a
permit. I understand I will
be contacted by the City
to pay for and pick up the
permit for this property.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have been Yes
authorized by the legal
owner of the property to
submit this application
and to perform the work
described above.
I attest that everything Yes
stated in this application
is true and correct and
that falsifying
information in this
application is an act of
fraud and may be
punishable by fine,
imprisonment, or both.
C
Person Applying for Tom Black
Permit
Email not displaying correctly? View it in your browser.
•
City of Wheat Ridge Municipal Building 7500 W. 291h Ave.
January 23rd, 2017
Owner/Occupant
3080 Fenton St.
Wheat Ridge, CO 80033
Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929
RE: Previously permitted project plans available for retrieval — Permit 201501839 (New Single Family Home)
Owner/Occupant,
This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge
Building Division and plans and/or other documents were required was recently completed and approved. In
accordance with the Building Division's document retention policy, the associated plans and/or other documents
are scheduled for disposal.
We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their
disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20
working days (4 weeks) from the date of this letter and must be retrieved in person at the Building Division
offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or
documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for
retrieval after the expiration of the retrieval period, which is 60 days from the date of this letter.
You may retrieve plans and/or documents between the hours of 7:00 a.m. and 5:00 p.m., Monday through Friday,
at the Building Division offices located at 7500 W. 29`h Avenue in Wheat Ridge.
Cordially,
MackeyMelissa
Senior Permit Technician
7500 W. 29th Avenue
Office Phone: 303-235-287
Fax: 303-237-8929
City of
W91C
�#-Wh6atf� UNiTy DEVELOPMENT
www.cLwheatridge.co.us
L &ft
AAA SURVEYING LAND CONSULTANTS LL-%O
P.O. BOX 2016, GO 80107
303-519-70151FAX 303-940-4927
IMPROVEMENT LOCATION CERTIFICATE
A TTEN:
JOB NO, 16-0195
DA TE: 0310812016
FEE: $ 250, 00
CLIENT :
ADDRESS, 3080 PENTON STREET SCALE 1"--20'
PROPOSED LEGAL DESCRIPTION LEGEND:
(PER CLIENT)
LOT 7, BLOCK 6, OLINGER GARDENS, COUNTY' OF xEXISTING FENCES
JEFFERSON, STATE or COLORADO, 0 FOUND NAILITAG
E
FOUND EAR
+ FOUND CROSS
4
125. 00'
co 0
C)
5h
19.6'
"i
r 13.5'
u) 0 co it
THREE STORY'S
11SIENCE 1 1 1 1/ / 0 C'
D
11'IREQiV6E R CO NS T.
L=
6,0
:-d
40.1
(0) 04
0 125, 00'
3-8-16
On the basis of my knowledge, information, and belief, I hereby certify that this improvement location certificate was prepared
for that it is not a Land Survey Plot
or Improvement Survey Plot and that it is not to be relied upon for the establishment of fence, building, or other future
improvement tines. I further certify that the improvements on the above described parcel on this date, except utility connections,
ore entirely within the boundaries of the parcel, except as shown, that there are no encroachments upon the described premises
by improvements on any adjoining promises, except as indicated, and that there is no apparent evidence or sign of any easement
crossing or burdening of any part of said parcel except as noted,
'NOTICE: According to Colorado low you must commence any legal action based upon any defect in this survey within three years
after you first discover such defect. In no event may any action posed upon any defect in this survey be commenced more than
ten years from the date of the certification shown hereon,' NOTS.
ILC IS DRAW USING
PLATTED ANGLES OR
SEARINCS ANO INMENVONS,
1�16RXRD F. —HVNZ, P.1 KjT�TF6— ALL VES SHOW to
PROPERTY LINES ARE
VORE OR LESS f+l-)
City of
at 1-� dge
'10PMEN'T
City of Wheat Ridge Municipal Building 7500 W, 29th Ave, Wheat Ridge, CO 80033-8001 P: 301235 2846
F 301235,2857
August 10, 2016 2nd Notice
OFFICIAL ADDRESS C_THIANGE
NOTIFICATION is hereby given that the following address has been assigned to the property/properties as
indicated below:
01,I) ADDRESS: -1100 Fenton Street
NENVADRESS:
SUBDIVISION: 567400 - Olin ger Gardens 1,OT(s): 6 & 7 KEY: SECTION: SE 25
PARCEL, NO: 39-254-06-011
TES: Thi is a courtecy nAt'fication,
AUTHORIZED BY: DATE:
DISTRIBUTION:
I. Property Owner
2, Jefferson County Assessor, A]-I'N: Data Control, Lacey Baker email to lbaker
3, Jefferson County Mapping, ATTN: Addressing, 100 Jefferson Coutity Parkway, Golden, 80419
4, Jefferson County Elections, ATfN: H, Roth, 3500 Illinois Ave.* Larantie Building, Suite 1100, Golden,
CO 80401
5. Email to Jeffco IT Sentices, at smitclLcjtandg,�,j
6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033
T Email toUSPS: edindaLina , igy an and
i d kri, "SLH
arlenc.a,vickr
Is. Xcel Energy, ATTN: Correspondence, H 23 W. 3rd Ave., Denver, C.0 80223
9, Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221
10, Coutcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112
11, Wheat Ridge Water District
12. Wheat Ridge Sanitation District
13, West Metro Fire District
14, Wheat Ridge Planning Division
15, Wheat Ridge Building Division
16, Wheat Ridge Police Department
17. GIS Specialist
18. 1,og File
NOTE: Please notify all other parties concerned,
ADDRESS MAP 1,TPDATED BY:
�a v� b% xi,kN heavidge.coms
City of
Wh6atP,
.,j
C0&4MIJNJ'fY Dr-wLOPMEN'T
iiiiiiiiiiiiiiiiii r11111111111111111111��
im ;11
(please pfint):
Plan1permit #
Plan Review Fee.
M
— �� I 5V
MM=- � (if different than property address)
� VAO�e, C D R 0
ArchitectlEngineer 64nall.- w �T
Contractor
0*000**
Electrical: ton i -P pkt.;�l C_
W,R, City License #
M
Plurnbjng� k,4-+ plvt-1�5
W R. City License#
Other City Licensed Sub. -
City License #
Mechanicat W Af4jewr HVA(,
W,R, City License #
Complete all information on BOTH sides cithis form
NEW COMMERCIAL STRUCTURE ELECTRICAL SERVICE UPGRA[a
'NEW RESIDENTIAL STRUCTURE
COMMERCIAL ROOFING
COMMERCIAL ADDITION RESIDENTIAL ROOFING
RESDENTtAL ADDITION WINDOW REPLACEMENT
COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.)
RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck,
MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT
PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT
ELECTRICAL SYSTEMIAPPLIANCE REPAIR or REPLACEMENT
OTHER (Describe)
pu �mfr\kl� t�mc,
Sqe FULF 'I 5-1 — Stu'$ Gallons
Amps
aquare$ Other
7500 ate 9th Ave Wheat Ridge, CO 0313-8001 p 03,235, 2 , f 303.237-892
A copy of this form must be completed by each agenty indicated on the Permit Submittal Checklist for
the project type and be attached to the Building Permit Application at the time of subrnission.
Applications presented for submission without a completed Proof of Submission form from a required
agency will not be accepted or processed.
Date: --&14-
Project Address:
Name of Firm/individual l submittin documents:
mems.
Project Type/Description:
Signature f Firrn Representative or Individual:
�r
na duly authorized representative of the agency
ure below, hereby acknowledge receipt of documents necessary
for review arra approval of the project indicated above.
s(Please k one)
> Wheat Ridge Fire Protection
o Arvada "ire Protection
Wheat Ridge Water District
ConsolidatedMutual Water District
* Valley Water District
C- Denver mater
Agency Notes:
Representative)
* Wheat Ridge Sanitation District
Clear Creek Sanitation District
* Fruitdale Sanitation District
Westridge Sanitation District
t
Other
Date:
rear. �>r
heat
OT5 Of WMAT RIDGE HURDW AND IRUWTION SEVKU DIVINM
7360 tr 29th Ave Whot Up, CO $033-8003 p.3 3.233.2833. #; 303137,8929
Proof of Submission for Permittihg/Plan ReWm
the poJect type *W be attachett to the OtAding Pertnit Applicatiort at the One of sikwiissim
Date 11122/1
Project Address: : 080 Fenton St Wheat Ridge Colorado 0214
Name of FirmAntlividual arabrnitti nt :. 31 Fenton LI G
r rj ct 'p ° New single family home construction
Signature of Firm Representativeor gar ai.
a
i Bill Willis 24"a duty authorized representative f the agency
indicated below and do, y signaturebelow, hereby acknowledgereceipt of documents ftecesury
for review and approval of the project indicated above.
ArmAUMMOU& (ftaw ctwck tare)
* Wheat Ridge fire Protection
a� Arvada Fire Protection 3t Wheat "e �iaaritatican District
tr Wheat Ridge )Mater District Clear tat' District
Consolidated t� Water District o W " Sanitation District
tr Valley )Mater District 0 iota t ` Sanitation District
Other
* Denver Water
Agency Notes: A f v sewer service
#conned
e. to Wheat
x Ridge Sanitation
District sew main with saddle Wye. Proper tap and development
fees must be paid prior to connection. District representatives are
required to observe the connection and private service line prior
bac
Zoning: I-(
Lot Size:
, IN sq. Lot Width: 5(1:,)
Property, in the flood plain? 00 If Yes, add surveying condition FLD.
Type Of Proicet (applicable survey conditions in parenthesis):
OR=
CJ Accessory ISP, ILC or site plan none— if in floodp
S)
zrz Lot Coverage: � % w
sq.
Existing Improvements: PrOPOsed Improvements:
House: sq. House/addition:
Shed: sq. ft, Shed: sq. ft q 3-7
Detached garage: sq ft. Deta sq. ft
Other: sq. ft. ched Garage: (-*(o 0 sq.
Total Existing sq. ft Other: sq.
Lot Coverage % PrOPOsed+Existing___jnp7] . sq. ft
Lot Coverage
%
Required Setbacks. FR 11D S
-�"TA rpt
R
Provided Setbacks: FR )'SS
C
S R
For additions or new construction, is the structure within 2 feet
Ofminimum setbacks?"
Height: S
If yes, add sur Jy!n—g
condition FND.
Maximum 35 ft.
---Maximum Size: 2- ce �A 0,
Proposed Height: sq,
fl
Proposed Size:fl
sq, ft.
Parkland: If the pen-nit is for new construction, have Parkland dedication fees been paid?
If no, add condition pFEE,note U d' g �di vision.
Street cape: Does the permit result in any of the f011Owing conditions?
Construction of new roads Q Platting of new lots
New development Q Additions that increase floor area by 60% or more (see formula)
(proposed floor area — - existing floor area existing floor area inc.
If any box is checked...
SF/DUPLEX—Is there existing IJ Curb 0 Gutter '05-foot sidewalk adjacent to theproperty?
If curb, gutter or sidewalk is missing, strectscape construction or fees-in-lieu will be required,
MULTIFAMILY—Does the frontage meet current city standards?
If not, streetscape construction or fees-in-lieu will be required.
Fees-in-lieu ofdedication or construction are due at the time the perinit is issued.
"I V 1( V City of Ldge
rWhca-tRjd
DEVELOPMENI
TO: City of Wheat Ridge Community Development Department
FROM: Zack Wallace, Planning Technician
SUBJECT: 3080 Fenton Street Setbacks
structure at 3080 Fenton Street are:
MII 1,
t.
- The front setback is encroached upon S' by the front porch,
- The side (north) setback is encroached upon V by a fireplace.
=TmOTIVI-1 "-sl[U., Mr#.MME3HM32EM
or # *191 �, igkam'•7' 1, Ts an , , consesTf are 7,Fen Tn a
two (2) sides may encroach into a front setback up to eight (8) feet—"
"I Chimneys. Chimneys my project into a required front, side or rear yard not more than two (2) fleet,
provided the width of such yard is not reduced to less than three (3) feet."
City of SINGLE FAMILYIDUPLEX
J �1't � s L WIC h',0eR_ aKt R�_Iqge WILDING PER VIT APPLICA TJOJ� REIIJEW
Date:
Location:
q 45
ATTENTION: BUILDING DIVISION
I have reviewed the submitted application documents to construct a
located at the above referenced address. Please note the comments checked' below.
I Drainage:
a. Drainage Letter & Plan required:
b. Site drainage/grading plan have been reviewed and are;.
Public Improvements required & to be completed with project:
a. street paving/patching: Yes
b. curb & gutter: Yes
c. sidewalk: Yes
d. Other (specify): Yes
—Yes
No
--4/—OK
; refer to
stipulations.
No
_ ornpleted
No
— Completed
No
— Completed
XT
— %J — Uompleted
For items not constructed, the amount of funds taken in lieu of construction: $
3, Does all existing roadway/alley P.O.W. meet the standards of the City- _4/_ Yes No
If not, what is required?
If R,O.W. is required, has the deed been received: Yes No (see Note below)
: LQTE, All deeds must be reviewed and approved prior to issuance Of the Certificate of Occupancy,
4, A.PPROVED: The Public Works Department has reviewed the submitted material and hereby approves
this Permit Application, subject to the stated requirements and/or attached stipulations,
Signaature' �smaa�,PLS,D—ate
5N11A NOT AEPROVED- The Public Works Department has reviewed the submitted material and does not
approve this Permit Application for the stated reason(s),_
Signature David F Brossman, P.L.S. Date
& Stipulations:
7,
A Drainage Certification Letter accompanied by As -Built plans from the Engineer -of -Record Shall be
required prior to the issuance of the Certificate of Occupancy,
8. _�_ NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT
CONSTRUCTIONSHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE
ISSUANCE OF THE CERTIFICATE OF OCCUPANCY.
City cif
R�iqgc
['U £i i. 14.:° W 0 R K S
City of Wheat Ridge Municipal Building; 7500 W. 29"' Avc. Wheat Ridge, CO
80033-$00I P; 303,235.2861 F: 303,235,2857
W SM
Date-
Location of Construction',
Purpose of Construction.-
Single i Commercial
Multi - Family
etvela e t es
(Required of all projects for document processing)*» 00.00
Slrt le lira a le¢tee tt lex evle'F'de: ....„«,.$50.00
t�cttnrttercla t�lti-F'a 'I eiew 'es:
Review of existing or minimal technical documents,,
. ......... ....«.... $200m
Initial review' of technical civil engineering documents
'
(Fee includes reviews of the 1' and 2 nd submittals):.,. 6 00,00
Traffic Impact Study Review Fee:
(Fee includes reviews of the lea and 2 d submittals):,... ,
,......,...«..,,.;$500.00
Trip Generation Study Review Fee:
... $200.00
i & M Manual Review & SIVA Recording ;Fee ......... 100.
'Each Application will be reviewed by staff once and returned for changes. Ifafter review
not been made to the civil documents or the Traffic Study as
of the second submittal changes
.have
requested by staff, further reviews of the Application will be sla lect
to the following Resubmittal feet;:
Resubmittal
3rd submittal (/2 initial review fee),,......„ ...,..,.. . «.,... $300.00
,has submittal (full initial review fee)...,:.. 600.00
.All subsequent submittals » ......... ........ ......... 600.00
(Full initial review fee)
TOTAL(due at time of wilding Permit issuance):
y `
W
PLEASE NOTE THATIN ADDITION TO 'FHEABOVE FEES, THERE WILL IIF
ITTING FEES
ADDITIONAL LICENSING
D QUI.. D FOR CONS`�I`,1R.t C;TION OF IMPROVEMENTSWITHIN
�” "I�'`:��"^9
PUBLIC
Rev 12112
OtY Of Wheat Ridge Municipal Building 700 W.." Ave, 'heal Ridge, tti'0
CaCa-stet P,,303.2# :0..35,
857
NOTIFICATION FOR PUBLIC*.,
DATED:OVEMENTS RESTORATION
Dear Contractor:
In conjunction with the approval of the building
tion
address, letter is to info yca�t t X11 existing pcahli�pBallimprovementsfor c c reference
frontage of said address shall he restoredlocatedalong
dale condition, s determined h ed from rely construction to an
City cat eat Ridge Public Works l cp era d prior
to e issuance of crti to of Occupancy,
'near to any construction ccaa°aaaaacira
e City's representative will conduct an onsite
inspection to determine the existing nd t on(s) of the publ ctxaprca cava is t address.
,If you a y questions, please contact me t 3Ct,a .
Sincerely,
David F. Brossman, P.L.S.
Development Review Engineer
C C: File
ReV 2/08
f
Residential
Plan Review
0
i'� MN Syr A, N
N T
f 9 N A 1 0h At
Address. —;5,,
Permit Date:
w
Contact:
CL
2
0.
Jurisdiction:
Building Type: Plan # or Model -
SFC? uplex 0
ownhome
c,
NJ Compliant Non-
dimensions where required.
i. Provide a I -318" solid door
...self-closing, self -latching,
_SniLL� —
2. Show guardrails where
between residence and
required. ,2)
3. Provide a floor or landing at
the top and bottom of each
2. Provide permanent landing
at exterior doors. (R xa...)
4. Provide code complying
3. Doors shall not open
directly between a sleeping
stairways; address tread and
riser dimensions per type of
stairw (. (RiI314)
4. Shower doors shall have
safety glazing; hinged shower
doors shall open outward.
W-9
5. Provide stairway
illumination er (R o .. )�
6. Stairway maximum i2l
6
_LR � P2 �08 - 3)
5. Provide and identify all
vertical rise between
flo or/land n (R ii. .
6. Indicate
N/
Compliant
Pion-
emergency escape
A
Com liant
C:
and rescue openings in
Provide manufacture, model
I- Provide manufacture, model
M
12,
0
basements and bedrooms.
;� 0'
r ICC or
number and ICC report or
equal far
qual for each fireplace.
h fireplace: 1
0
7. Direction of door swing
be
,
(R1002, 1004,1005)
must shown
2. Unvented gas logs shall not
8, Provide size of each window
and type of operation. (R3o3.i,,
be installed in a factory built
appliance unless listed for that
CL
0
9. Window & opening flashingio
per (R703.8).
*0 op
C
use (Rioo4.j%.
3. Fireplace dampers: Where a
listed decorative is
U_
M
appliance
installed, the fireplace damper
io. Glazing maximum U -factor
opening shall comply with
listed decorative appliance
z:L. Opaque doors separating
manufacture's installation
conditioned and
unconditioned space-
IV
V
instructions. (G2453A) or
maximum U-factorO.35,
.2
CL
comply with table.
FLOOR PLANS -
(TNvLoz,:Lx)
1
FIREPLACESIGAS
32, Skylight - maximum U-
APPLIANCES.
factor o.55. Provide
manufacture and ICC -ES
number. (il+lstaa.a.x}
An
CL
4. Decorative shrouds shall
—Ro—n.
41.
not be installed at the
NJ Compliant
0
0
termination of chimneys of
LIGHT & VENTILATION:
Provide
Corp Kant
U.
factory -built fireplaces except
where listed and labeled for
0
i. required natural
light and ventilation for
such use. (R3,004.3)
habitable rooms (R303).
5. Provide outside combustion
for
>
LIGHT & VENTILATION-
Provide
air interior fireplaces.
(111006�2)
2. mechanical exhaust
ventilation for bathrooms,
ot
.0
IM
water closet rooms, laundry
—
NJ
A
Compliant
Non -
Com liar
Z
U
room, and kitchen, ducted
direct to outside. (R303.3
0
i. Show ceiling heights for all
rooms, spaces and hallways.
1E
0
(8305). Basement 618"
a.
0
3. Provide attic ventilation per
(R8o6.3) unless insulation is
*Ivw
U.
2. Provide minimum
U.
applied on the under -side of
A.
clearances from centerline of
roof sheath; ng. (R8:06. # ).
NJ Compliant
C
)cabinets,
0
water closets to finished wall
and other plumbin 9
-W
A !! Compliant I
fixtures. (R 07.x., P2705A)
r
Show handrail, notes
rafters and any other to be
6. Show YExteriort
1 interior footings'x*.
minimum x8 inches below
i rt
'P
undisturbed soilor engineerscertified
compacted fill. (Table
i
!
2
W ! r reinforcing
steel for footings x
x
i ml Reference IIe III complete of
S.
structural details,footing,
turndown, 4.t footing,
post at stem.
FOUNDATION
9.4
t Clearly show,dimension
x detail interiorbeariY.
footings Y Y shear wall
Y W : Y
framin Ian.
14. Framing members to
k Y Wx Y i
S
♦ k � ! t
NIA Compliant Non -
3
Compliant
Provide the following
12. Show and !etail
Np
Y r.
retaining walls and basement
to C
1and foundation
Til
k
13. Provide anytall sta b
LJ
elevations.
��.
V
over ei°
d. Provide special
i.Provide a complete fully
i detailed floor and/or roof -
NIA Compliant Non -
framing plan.Y.y.
Compliant
it IIIA UU
z. framing
YIIY+IeIli��IIIlU ill
yV�all
YY
SIII4f
WW
Ifbic�
YY Y
`
!x
4
3. Clearly a each required
post and size, coordinate
t
tfoundatiRu
identifyin
i r' W Y x.mechanical i
}
connectors,
i
rk
i'
x•truss/joisthangers,
identify beam to post
t
mechanical connectors.
i
ice,
5. Provide reference for each
U.
beam to post, beam-to-beam,t
i
and girder to beam
•
ce
connections.
46
. Y
[ Detail typica
U.
beam, Y girder
.li
0
•
}
connections.
LL
it U II design #I J
7. Truss Y
required, Y later than W
j
g rough frame inspection;..
:r r
height8. Show lateral full
blocking braced/shear
line forjoists, rafters and
(T.Nsa05.5.2 (s.)g).
1tai I IU I Ie
Framing IIIIIAI details
framing� members, �
types III
III
{trusses flat and sloped,
d
oists... lumber
rafters and any other to be
used.
xo. Identify stair mechanical
attachment at top and
bottom.
FLOOD & ROOF FRAMING
PLANS (Cont.)
3,1. Framing members to
accommodate masonry
fireplace clearances to
combustibles, (Table
Daoos.a.).
12. Provide detail showing
how lateral forces are
transferred from roof
diaphragm into shear wall,
13. Identify all trusses used as
drag struts, and show loads on
framin Ian.
14. Framing members to
accommodate mechanical
equipment requirements if
Installed in attic..
NIA Compliant Non -
Compliant
Provide the following
structural engineering
Np
Y r.
calculations..
to C
a. Gravity loads analysis.
Til
b. Lateral loads analysis.
c. Detaining wall
LJ
calculations engineered
V
over ei°
d. Provide special
ins +actions er (IDC Ch. � ).
NIA Compliant Non -
Compliant
x. Show mechanical
equipment and water
heaters on ill -inch platform
if placed in garage or room
`
with direct access to
garage. (M' o . ).
z. Provide combustion air
and show hi and law vent
opening sizes for gas fuel
appliances located in
Confined S aces, (G O ).
. Provide and reference
t
approved detail for gas,
ice,
piping to s island
pad
cookto . (G .s ).
cs
4. Provide kitchen exhaust
fan vented direct to
outside. (Mx507,2 amend.
S. Provide minimum 78%
AFE (Annual Fuel
Utilization Efficiency) for
weatherized gas heating
equipment, Non -
weatherized equipment
minimum 8o% AFUE.
(T.Nsa05.5.2 (s.)g).
6. Provide minimum a
SEED (Seasonal Energy
{
3. Label all exterior surface
3. Gypsum Board applied to
A complete braced/shear
ceiling shall be 112" when
wall plan is required and must
framing members are 16" o.c.
schedule3_
braced/shear
or 518" when framing
wall location. (Rfiozio),
members are 2..4" o.c. or use
2. ra(ed/Sh rwatischedule
labeled s12" sag -resistant
holdowns, studs and spacing,
gypsum ceiling board. (Table
! failing,
R702..3.5 (d))
it t'
's
Al! Cola,RWnt Non.
INTIMI 14 SIN II II a VIII II u
Address ' II r, i
as braced
Corn Balt
a «i. per 4u I' �:1�.! x ! o
a. Manufacture's
building crossminimum�� sections.
installation llation instructions, a
with holdowns on foundation
required by this code, shall
0
be available on the job site
i M! „ N d identify l II each
5. Show
at the time of inspection
foundatio�klan. R40 -1,6
Provide Wood -Stud
I
a, RANGES ANCA
Engineering
}
ynalysis fbearing
COOKTCIPSr Show note on
lyf'
f nt
plans.
I
h
in
-Provide a listed and
trequiredl # blocking
Show
4. S
0
approved range and/or
cooktop installed in
N
building, # f ral front,back,
unit
• f
I
a,',,,Left,ghta
2
accordance with the listing
# Provide� II IIIN building heights
2.
C
and with the
i
r
manufacturer's installation
Y f'....forcritical2'
instructions. VERIFY AND
;".....connections for f f
MAINTAIN REQUIRED
HORIZONTAL AND
1. cross lcl#
VERTICAL CLEARANCES
Njavid t� lI IIIIIIII�u
detail �� I foreach
A
ABOVE THE FINISHED
0
2. Callout exterior
COUNTERTOP SURFACE
including,
BEFORE ORDERING OR
i building paper,t. and
•sheathing
INSTALLING CABINETS -
• t
"Io' 30erM,1 1.2..
{
3. Label all exterior surface
r ♦ t
A complete braced/shear
wall plan is required and must
reference a braced /shear wall
schedule3_
braced/shear
wall location. (Rfiozio),
2. ra(ed/Sh rwatischedule
to include anchortt.
holdowns, studs and spacing,
! failing,
it t'
's
INTIMI 14 SIN II II a VIII II u
Address ' II r, i
as braced
a «i. per 4u I' �:1�.! x ! o
building crossminimum�� sections.
4. Coordinate post locations
with holdowns on foundation
framing
Ik
i M! „ N d identify l II each
5. Show
required holdown ont
foundatio�klan. R40 -1,6
Provide Wood -Stud
I
•
Engineering
}
ynalysis fbearing
walls ver io Feet
3
lyf'
f nt
I
h
i
trequiredl # blocking
Show
4. S
oNI d..ng off
i. I I Elevation
N
building, # f ral front,back,
• f
I
a,',,,Left,ghta
# Provide� II IIIN building heights
2.
and dimensions.
i
r
3. Label all exterior surface
building t
4. Provide
R«'numberand
ICBO/ICCINERReport Number
for «roof materials
i stone veneer. (P710
A 19
S. V"I weather
I� a
flashing/proofingwall
penetrationslopenings,
t 2 t
ro,e IU Ir IIN 14N I II Ii two
i. Provide
building crossminimum�� sections.
2. Cut ns
foundation, «aroof
framing
3. N 'INm fillN I NII shall III I
1Jl plastics :
separated o ��j a nd
craw�1I spaces. (R3%6.4)attics
•
( N
SECTIONS
I
h
i
trequiredl # blocking
Show
4. S
on t x r I
jS.Show height dimensions t...
R ion.
fu II it It,p
I
It Steach section.
:l lr U� �I IIS Ill � N �v e IoiI II II a
ey
II I
Y f'....forcritical2'
;".....connections for f f
1. cross lcl#
Njavid t� lI IIIIIIII�u
detail �� I foreach
t t„of
2. Callout exterior
including,
i building paper,t. and
•sheathing
where required.
• t
3. Specify on plans, interior
wall materials. (R7o2).
r Specify II I f•r NII I VI rIII
�astuN/il
wall construction,coverings,interior
�”L Vii
tile in
« R
f t schedule.
ifi
*R
i
f «
t For of "custom
submittal,providea soils
reportstamped bya licensed
i
ui
#1..
';IMV! 11 l II II IIIINI I� 1
omplete
« detailed
3 «rai_ ep-
4. Address foundationa. e
' proofing ". s.
k,
lefficiency Ratio) for air
IIp
Outside each separate
conditioning equipment.
sleeping area in the
(x) h).
immediate vicinity of the
7. Provide HVAC
bedrooms. 3. On each
equipment sizing
additional story of the
calculations.
dwelling, including
Heating and cooling
basements and habitable
equipment shall be sized in
attics but not including
accordance with ACCA
crawl spaces and
Manual S based on building
uninhabitable attics. In
loads calculated in
insulatedto in umR-6,
accordance with ACCA
ith split levels and
Manual J or other approved
without an interveninISIg
calculation methodologies.
door between the adjacent
ke alarm
levels, a smo1111
8. Duct iiiiimis serving
installed on the upper level
heating, tooling and
5
shall suffice for the
ventilation equipment shall
adjacent lower level
be installed in accordance
provided that the lower
with the provisions of this
level is less than one full
section and ACCA Manual
story below the upper
D or other approved
level. (R,33,4).
7. Provide minimum 75%
high efficacy 113MP5.
i. Complete and return
ELECTRICAL PLANS:
Rr
:to. Supply a d
W.T.-InInJU14 kfktU®r.11N1
shall be insulat,
ST s of each appliance,
minimum R-8. Ducts in
show pipe lengths and
floor trusses a I be
sizes from gas meter to
insulatedto in umR-6,
each branch line and to
(Nixo .2.2).
(T.Nizoz:Li.)
smokhe alarms. Smoke
ti
alarms shall be installed in
uirements.
i. Provide a complete
3. Do not place gas piping
Electrical Plan (IBC xo7.2).
under slab. (G2415.14)
-�-7pn noted plan
showing, all required
kitchen
receptacles, light fixtures,
top.
switches, exhaust fans,
smoke detectors, service
5. Provide minimum R-3
panels and sub -panels.
insulation to hot water
es. �(N%iotiii
3. Provide notes and
i),
symbols legend.
piping materials. (Tables
-Show-aWla-I - e -1--a I - I . ... ......
�.
P 002 .1 P 002.2)
7. Provide low flow
plumbing fixtures.
WON
il (P2903.2).
S. Provide roof drains and
5. Show and label all
over-flowiscuppers.
required AFCI circuits.
IR
(E z12).
6. In areas specified in
10 --- --- 0
Section E3901.1, '125-vOlt,
is shall be installed
15- and 2o.ampere
and drain
receptacles shall be listed
tamper-resistant
M
7. Provide minimum 75%
high efficacy 113MP5.
i. Complete and return
ELECTRICAL PLANS:
REScheck or equal report.
8. Show and label all
Compliante stiall be
WP/DP fighting fixtures as
demonstrated by a passing
SUITABLE FOR WET OR
score. (T.Niio2.1.4).
DAMP LOCATIONS
2. Comply with insulation
accordingly. (E400
requirements.
9. Sow and label apill II ll
(T.Nizoz:Li.)
smokhe alarms. Smoke
h
alarms shall be installed in
uirements.
the following locations: z.
In each sleepinq room. 2.
mama=
3=
NIA Compliant Non -
Compliant
4. At feast one ih-ermostat
to the Code Official prior to
shall be provided for each
the Building Final.
separate heating and
(Nzz03.2.2), Duct tightness
coofin s stem» (Nzzo .z)
shall be verified by either of
5. A minimum of 75 percent
the following.
of the lamps in
a. Bost -construction test*
permanently installed
PA
Total leakage shall be less
fighting fixtures shall be
than or equal torr cftn per
high -efficacy lamps or a
zoo square feet of
minimum of 75 percent of
conditioned floor area
the permanently installed
when tested at a pressure
lighting fires shall
differential of os, inches
contain only high -efficacy
w.g. (25 Pa) across the
tarn s. (Nzzo .z}.
entire system, including the
. Recessed luminaires
manufacturer`s air handier
installed in the building thermal
enclosure. All register boats
envelope shalt be sealed to
shall be taped or otherwise
limit air leakage between
sealed during the test»
conditioned and unconditioned
tUlz6oz»
spaces, All recessed luminaires
shall be IC -rated and labeled as
b. hough -in test: Total
having an air leakage rate not
leakage shall be less than or
more than s.o cfm..« All
equal to per zoo ft2 of
recessed luminaires shalt be
conditioned floor area
seated with a gasket or caulk
when tested at a pressure
between the housing and the
d
differential of o»z inches
interior wall or ceiling covering.
di
g. (5 Pal across the
7. The building shall be
system, including the
provided with ventilation that
manufacturer's air handier
meets the requirements of
enclosure. All registers shall
Section MiSo7 or with other
ell
be taped or otherwise
approved means of ventilation,
sealed during the test. if
Outdoor air intakes anis
the air handier is not
exhausts shall have automatic
or gravity dampers that close
installed at file bine of the
when the ventilation system is
t
test,otal leakage shaft be
not operating. (Nzzo3,5).
less than or equal to 3 cfm
per zoo square feet of
ENERGY REQUIREMENTS
N/A Compliant Non-
conditioned floor
(Cont.):
Compliant
area.N2zo »2.2
:to. Supply and return ducts
S. The building or dwelling
shall be insulated to a
unit shall be tested and
minimum R-8. Ducts in
verified as having an air
floor trusses shall be
leakage rata of not
insulated to minimum Rm6.
exceeding 5 air changes per
hour. Testing shall be
zz. Provide Minimum R-3
conducted with a blower
insulation on hot water
door at a pressure of o.2
pipes. (Nzzo . ).
inches w.g. (,o Pascal's).
12. Circulating hot water
Testing shall be conducted
tJ
systems shall be provided
by an approved third party,when
the length of hot
(BPI or RESNET certified).
W
water piping or tubing from
A written report of the
the source of Piot water to
results of the test shall be
i
the furthest fixture exceeds
signed by the party
21 feet for a % inch line, 32
conducting the test and
"�
feet for a 5/8 inch line, 43
provided to the building
Wfeet
official. Testing shall be
for a inch tine and So
performed at any time after
feet for a 318 or less inch
creation of all penetrations
fine. When the hot water
of the building thermal
W
distribution system
envelo e. (Nzzo2..z»2)«
Z
contains more than one
9. Ducts, air handlers, and
pipe or tube size, the
(A
filter boxes shall be sealed,
largest size shall be used for
Joints and seams shall
comply with Section
determining the maximum
y w
allowable length before a
Mi(ioz.4.z. Provide Duct
circulating hot water
W
tightness testing
system is required. The
conducted by an approved
circulating system shall be
Uj
third party testing agency
equipped with an
lyl
(BPI or RES NET certified)
automatic or readily
and the signed written
accessible manual on
results shall be submitted
switch and a temperature
sensor activated shut-off
that can automatically turn
off the hot-water
circulating pump when the
set temperature is reached.
For the purpose of this
section, the source of hot
water shall be considered
to be a mater heater, boiler,
circulation loop piping,
distribution manifold or
heat -traced piping.
(N"03.4.1).
CCI residential review, items needed for approval
Dec, 4,204
3080 Fenton St.
Wheatridge, CO
New SFD/ V -B construction 2012 IRC, IBC, IPC, IMC, IECC, IFGC AND 2014 NEC
Please provide the following information:
1. Address is not consistent with engineering pages
2. There is no Uniformed Building code as shown on home draw pages, we have
adopted the International codes, 2012 edition.
1 The engineering does not show the correct wind speed, and the adopted exposure
is C. Please provide a copy of the structural calculations.
4, The window and door schedule does not indicate tempered glass or egress,
Required U value is not indicated.
5. Electrical does not indicate AM, panels are not shown, the required load
calculations are not provided, there is no electrical shown for the crawl, and the
requirement in the IECC is that 75% of the fixtures must be high efficiency and this
must be rioted on the plans.
6. Sheet 2 advises that the crawlspace will be mechanically ventilated however the
manual j indicates it is conditioned, INDICATE THAT THIS IS NOT HABITABLE SPACE
ON THE PLANS.
7. Insulation in the attic is noted as R-40, however the manual j uses R-38 and R-50
S. Sheet 1 says 2.112 roof pitch on garage, sheet 5 indicates 4/12. PrgyA- ,7,;kf 77
manufacturers installation showing 2112 is acceptable as some do not,
9. There is no plumbing one line, however the fixtures shown would require a 2"
supply line with a3/4 " tap. Provide calculation by a qualified professional to indicate
the supply line size or a provide a stamped engineered one line.
10. IECC minimums require R-°15 wall insulation in the crawl and R-1 9 ceiling if not
habitable space.
11. Gas pipe is not shown, detail including pipe type and size is required,
12. The master bath windows are shown as fixed, therefore there will be a minimum 50
cfm fan required in the tub/shower area,
13, Indicate the lot building on for clarification,
3190 South Wadsworth Blvd, Ste 220 - Lakewood, CO 80227 • v 303-973-7766 • f 303-380-0060
www.bt.iildir)gcci.com
3080 Fenton St.
New SFD
addendum to CCI plan review form
I . Address is not consistent with engineering pages
1 There is no Uniformed Building code, we have adopted the Interriational codes, 2012 edition.
3. The engineering does not show the correct wind speed, and the adopted exposure is C. Please
provide a copy of the structural calculations.
4. The window and door schedule does not indicate tempered glass or egress, Required U value is
not indicated.
5. Electrical does not indicate AFCL panels are not shown, the required load calculations are not
provided, there is no electrical sho
fixtures must be high efficiency and this must be noted on the plans.
6. Sheet 2 advises that the crawlspace will be mechanically ventilated however the manual J
indicates it is conditioned. INDICATE THAT THIS IS NOT HABITABLE SPACE ON THE PLANS.
7. Insulation in the attic is noted as R-40, however the manual J uses R-38 and R-50
8, Sheet I says 2/12 roof pitch on garage, sheet 5 indicates 4/12. Provide shingle manufacturers
installation showing 2/12 is acceptable as some do not.
9. There is no plumbing one line, however the fixtures shown would require a 2" supply line with
txdv. Pr�*i P—AVi,,i-?-vmAi'rid,4i,rcofj&vuNM'tj4,vl-itjs'&*"FUV*EW
engineered one line.
10. IECC minimums require R- 15 wall insulation in the crawl and R- 19 ceiling if not habitable
space.
11. Gas pipe is not shown, detail including pipe type and size is required,
12. The master bath windows are shown as fixed, therefore there will be a minimum 50 cfrn fan
mquired in the tub/shower area.
3 e -o
4-0-15or-
CCI residential review
3080 Fenton St.
New SFD
addendum to CCI plan review form
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(§ 38-30-172,
I . This Statement of Authority relates to an entity" named:
31 Fenton LLC a Colorado limited liabik company
Z The type of entity is a:
11 corporation C3 registered limited liability partnership
13 nonprofit corporation 0 registered limited liability limited partnership
* limited liability company 0 government or governmental
* general partnership subdivision or agency
[3 limited partnership
E3 trust
3, The entity is formed under the laws of State of Colorado
4, The mailing address for the entry is: 380;KUnion Ct., Wheat Ridge, CO 80033
5, The name/position of each person authorized to execute instruments conveying, encumbering, or otherwise
affecting tffle to real property on behalf of the entity is:
Brent J. Metz, Manager -Member,
Tyler Divine, Member
6.2 The authority of the foregoing person(s) to bind the entity as follows:
8. 3 This Statement of Authority is executed on behalf of the entity pursuant to the provisions of § 38-30-172,
C.R&
Executed this I Oth day of April, 2015.
3 L C a Colons I iced liability company
BY:
"�n,M,tz. Colors
gerMem
B ant J. tz, Mqager- amTyle Divine, luSember
State of -Qolorado
County of jgffXM0
On April ID, 2015 before me, the undersigned a Notary Public in and for said County and State, personally
appeared Brent J. Metz, Manager -Member, and Tyler Divine, Member of 31 Fenton LLC a Colorado limited
liability company proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) are
subscribed to the within instrument and acknowledged to me that they executed the same in their authorized
capacity(es), and that by their signature(s) on the instrument the person(s), or the entity upon behalf of which the
persoril acted, executed the instrument.
WITNESS my hand and official seat. NA NE AMSERG
'y..... ... ....... . .
NOTARY PUBLIC
Signature: STATE OF COLORADO
Notary �: P—u b I NOTARY ID 19914014439
Pontlimo Ex0a Nov. 5, 2015
My Commission expires:
This finne should not be used unless the entity Is capable of holding 600 to real PrOPffly,
The absence of any limitation shelf be prima fade evidence that no such limitation WdstS.
The statement of outho* must be recorded to obtain the benefits of the statute.
36700-15-01236
3801 Union Ct.
Wheat R#`• I
DEED,THIS d on w
Michael F. P. Czyk i
t# N
#
•
"111111
.! # ! i! !! IAS 1 #.#.=WM'M'.MM-
eeis),'.oeir
being in the County of Jefferson, State of Colorado, described as follows:
Lots 6 and 7,
Block
EXCEPT the rear 8 feet thereof,
Olinger Gardens,
AlkAa♦: #. # #
the above bargained premises, with the hereditaments and appurtenances.
E HAVE AND TO HOLD the said premises abovebargained t desubed with the appurtenances,
grantee(s), their heirs and assigns forever. And the grantor(s), for themselves, their heirs, and personal
main, and agree to and with the grantee(s), their heirs and assigns, that at
I ON
Same are Ilee
#restrictionsofwhatever kind or nature soever,except
for general taxes and assessments for the year 2015 and subsequent years; and subject to easements, covenants�
reservations, restrictions and rights of way of record.
ND the above-bamemed Premises In the quiet and
M NOW w » #,. # • #..«
regardless of the context,
JINNESS WHEREO , 9r tors) have executed this deed can the date set forth above.
F4'y kun f
a for said Coun and State, rsonally appeared
^yaw ,. # # ': # ♦.. # + # ^ -. # ` ' # ,,
WON
wiTNESS my # and
official seal.
Notary#+
My Commission expires:
All
E
Load Short Form
(Rest of House)
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 8MI Phone: 720 404 �425 EmaW davirthr:0020aol,corn
Job:
Date: Nov 19,2015
By:
For:
Brent Metz, Seventh Sense Engineering Inc
Efficiency
PO Box 11857, Denver, CO 80211
Heating input
Phone: 720.428.2611
Sensible cooling
25440
Email: brenljmetz07engineenng.com
Heating output
Design Information
Latent cooling
Htg C19
Infiltration
Outside db (OF)
3 95 Method
Simplified
Ins ide db (I F)
70 75 Construction quality Semi -tight
Design TD (IF)
67 20 Fireplaces
I (Average)
Daily range
H
Actual air flow
Inside humidity
so 50
cfm
Moisture difference (gr/lb) 60 -40
Air flow factor
HEATING EQUIPMENT
COOLING EQUIPMENT
Make Carrier
Make
Carrier
Trade CARRIER
Trade
ASPEN
Model 59SP5AO60EI7--14*
Cond
CA16NW036****A
AHRI ref 5285417
Coil
C(A,C,DE)48A24+59*P5AO6OEl7**14+TDR
alrffinlm�m
Efficiency
96.5 AFUE
Efficiency
12.3 EER, 15.5 SEER
Heating input
60000 Btuh
Sensible cooling
25440
Btuh
Heating output
58000 Btuh
Latent cooling
6360
Btuh
Temperature else
50 'IF
Total cooling
31800
Btuh
Actual air flow
1281 cfm
Actual air flow
1060
cfm
Air flow factor
0.034 cfm/Btuh Air flow factor
0.046
cfm/Btuh
Static pressure
0.70 in H2O
Static pressure
0.70
in H2O
Space thermostat
Load sensible heat ratio 1.00
ROOM NAME
Area
Ht g load Cig load
Htg AVF
Cig AVF
(ft2)
(Btuh) (Btuh)
(cfm)
(cfm)
CR
140
187
0
6
0
CLST2
42
1174
780
39
36
DWN
44
0
0
0
0
UP
44
0
0
0
0
ENTRY
108
1637
1233
55
56
HVAC
4
0
0
0
0
PANTRY
28
323
129
11
6
STUDY
178
2776
2556
93
117
PWD R
30
872
425
29
19
KITCHEN
280
1620
1582
54
72
MUD
42
1466
455
49
21
CRAWL
1140
9760
0
328
0
GREAT
260
3934
3325
132
152
DINING
220
1640
2814
55
129
UDRY
48
1082
727
36
33
BATH2
84
1422
586
48
27
Bit tic values have been manually avenridden
Calculations approved by ACOA to meet all requirements of Manual J 8th Ed.
2015 -Nov -20 09A&05
WeightSoft'
Right -suites Universal 2015 15.0.22 RSU1 8166
Page I
CAUsers\Diana\Desk1orA3090
FENTON.rup Cato = W8 Building Front
faces: W
LN
4
0
0
0
0
BED3
182
1955
1488
66
68
BED2
165
1240
1364
42
62
T
18
0
0
0
0
CLST
85
1276
489
43
22
BATHI
131
1122
636
38
29
H
2
0
0
0
0
BEDI
248
3618
3387
122
155
HALL
153
998
1205
34
55
(Rest of House) d
3680
38104
23182
1281
1060
Other equip loads
7574
2248
Equip. 0 1.00 RSM
25379
Latent cooling
0
TOTALS
3680
45678 1
--- -----------
25379 1
1281 1
1060
Sold/ftsfic values, have been manually oveffiddon
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed.
2015 -Nov -20 09:W05
wrightSOft Right-S.it.Ounivorsal2Ol5l5,0,22RSU18166 Page 2
CAUsers\Djana\Desktop\3090 FENTON.rup Calc = MA Building Front face& W
Load Short Form Job -
Date: Nov 19,2015
MINI By:
Hardcastle Mechanical Design LLC
446 Elm eve, Brighton, Co 80601 Phone:
0. 7425 Email: davidhc002*aof,com
slow
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720 .428,2611
Email: brentjmetz@7engineering,com
filakiliftlic values have been manually o
Calculations approved by ACOA to meet all requirements of Manual J 8th Ed.
2015 -Nov -20 09:46:05
wrightsoft' Right-Suft.0 Universal 2.015 15A22 RSUI 8166 Page 3
CAUsers\Diana\Desktop\3090 FENTON.rup Cato = MJ8 Building Front faces: W
F11111111111111
Htg C19
Infiltration
Outside db (*F)
3 95
Method
Simplified
Inside db (OF)
70 75
Construction quality
Semi -tight
Design TD (*F)
67 20
Fireplaces
0
Daily range
H
Inside humidity
50 50
Moisture difference (gr/lb)
60 -40
HEATING EQUIPMENT
COOLING EQUIPMENT
Make DUCTLESS MINI SPLIT
Make DUCTLESS MINI SPLIT
Trade
Trade
Model At U18RLFWI
Cond AOU18ALFWI
AHRI ref
Coil ASU18RLF1
AHRI ref
Efficiency
93 HSPF
Efficiency 18 SEER
Heating input
Sensible cooling
0
Btuh
Heating output
22000 Btu h 0 47°F
Latent cooling
0
Btuh
Temperature rise
59 ®F
Total cooling
0
Btuh
Actual air flow
411 cfm
Actual air flow
421
cfm
Air flow factor
0.036 cfm/Btuh
Air flow factor 0.055
cfm/Btuh
Static pressure
0 in H2O
Static pressure
0
in H2O
Space thermostat
Load sensible heat ratio
I.00
ROOM NAME
Area
Htg load Cig load Htg AVF
Clg AVF
(ft2)
(Btuh)
(Btuh) (cfm)
(cfm)
STAIR
88
0 0 0
0
Sof LOUNGE
196
0 0 0
0
PDR
36
0 0 0
0
CL
9
0 0 0
0
HALL2
123
11464 7617 411
421
MINI d
452
11464 7617 411
421
Other equip loads
1778 528
Equip. @ 1.00 RSM
8128
Latent cooling
0
TOTALS
452
13242 1 8128 411
1
421
filakiliftlic values have been manually o
Calculations approved by ACOA to meet all requirements of Manual J 8th Ed.
2015 -Nov -20 09:46:05
wrightsoft' Right-Suft.0 Universal 2.015 15A22 RSUI 8166 Page 3
CAUsers\Diana\Desktop\3090 FENTON.rup Cato = MJ8 Building Front faces: W
Component Constructions
MINI
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Emaik davkJhc002#aoJ.corn
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz@7engineering.com
Location:
Denver Stapleton Int'l AP, CO, US
Elevation: 5285 It
Latitude: 40ON
Outdoor: Heating
Dry bulb (OF) 3
Daily range
Wet bulb
Wind speed (mph) 150
Job:
Date. Nov 19, 2015
By:
4eating Cooling
70
Indoor temperature (OF)
67
Design ID (OF)
50
Relative humidity (%)
Cooling
Moisture difference (gr/lb)
95
Infiltration:
27 (H
Method
60
Construction quality
7.5
Fireplaces
Job:
Date. Nov 19, 2015
By:
4eating Cooling
70
75
67
20
50
50
60.4
-398
*0
Construction descriptions
Or
Area
U -value
Insul R
Htg HTM
Loss
C19 HTM
Gain
0
21.3
W
BtuhftPT
ft2-FA"
Btuh/w
Stun
BVIN
atuh
Walls
18,2
545
35
0.320
0
213
747
33.7
12E-Osw: Frm wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2"
n
261
0,068
19.0
454
1184
126
328
gypsum board Int frish, 2'x6' wood frm, 16" o.c. stud
a
216
0,068
19,0
4,54
980
126
272
313
s
166
0.068
Mo
4.54
753
1.26
209
39.7
W
185
0,068
Mo
4Z4
839
1.26
233
all
828
OM8
Mo
4.54
3755
1.26
1042
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, Insulated vinyl frm n
mat, cir low -e innr, 1/4" gap, 1/8" thk; 6.67 ft head ht a
s
W
all
4A4-2ovd: 2 glazing, cir outr, argon gas, vni frm mat, cir low -e innr, 1/4" a
gap, 1/4" ink; 6,67 It head ht W
all
Doors
(none)
Ceilings
163-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/21
gypsum board int Irish
Floors
(none)
35
0.320
0
21.3
747
11.9
418
32
4.324
0
21.3
683
317
1079
30
0.320
0
213
640
18,2
545
35
0.320
0
213
747
33.7
1180
132
0.320
0
21,3
2817
24.4
3222
28
4.470
0
31.3
878
271
775
28
0,470
0
313
878
51,8
1450
56
0,470
0
313
1756
39.7
2225
452 0,026 38.0 1,73 784 1.33 601
Bold/ftalic values have been manually overridden
2c15 Ncv-2Ci09:46:05
Wrightsoft" Right -suit Universal 2015 15A22 RSUI 8166 Pae I
,01M CAUsers\Diana\Desktop\3090 FENTON.rup Cato = WS Building Front faces: W g
omponent Constructions
(Rest of House)
Hardcastle Mechanical Design LLC
Job:
Date., Nov 19, 2015
By:
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720,428.2611
Email: brentimetz@7engineering.com
Location:
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (T)
70
75
Elevation.- 5285 It
Design TD
(OF)
67
20
Latitude: 40ON
Relative humidity (%)
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb)
60.4
_39.8
Dry bulb (T) 3 95
Infiltration:
Dailyrange (T) - 27 H j
Method
Simplified
Wetbil - 60
Construction
quality
Semi -tight
Wind speed (mph) 15.0 7.5
Fireplaces
1 (Average)
Construction descriptions Or
Area
U -value
Insul R
Htg HTM
Loss
C19 Ii Gain
tai
--r
W-'F/8tkA
eftbote
Btuh
Eitiblitz
Btuh
Walts
12E-Osw,, Firm wall, stucco ext, 3/8" wood shin, r-19 cav ins, 1/21 n
629
0:068
19.0
4.54
2853
1,26
791
gypsum board int fnsh, 2'x6' wood frm, 16" o.c, stud a
583
0,068
19'0
4,54
2644
1,26
733
s
635
0,068
Mo
4,54
2878
1.26
798
W
499
0.068
19.0
4.54
2263
1,26
628
all
2345
0.068
MO
4.54
10638
1.26
2950
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl firm n
24
0,320
0
21,3
512
11.9
287
mat, Or low -e innr, 1/4" gap, 1/8" Ink; 6.67 ft head ht a
54
0.320
0
21,3
1153
317
1820
s
90
OMO
0
21.3
1931
18,2
1644
w
202
0,320
0
213
4315
33,7
6815
all
371
0.320
0
213
7910
28,5
10566
4A4-2ovd: 2 glazing, ctr outr, argon gas, vni firm mat, cir lovi inns, 1/4" a
64
0A70
0
31.3
2006
51.8
3314
gap, 1/4" ink; 6.67 ft head ht
Doors
11 DO: Door, wd sc type a
21
0,390
0
26.0
546
10.8
226
W
21
OMO
0
26.0
546
10.8
226
all
42
0.390
0
26,0
1093
10.8
452
Ceilings
166-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 112"
756
0,026
38,0
113
1311
133
1004
gypsum board int tnsh
168-50ad: Attic ceiling, asphalt shingles roof mat, r-50 call ins, 1/2'
72
0M0
50.0
1.33
96
1.02
74
gypsum board Int frish
Floors
21A -32t: Bg floor, light dry soil, 4" depth
140
0.020
0
1.33
187
0
0
22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth
124
1,180
0
78,7
9760
0
0
BoMil values have been manually overridden
2015Nov-20 09:46:05
WrightSOft' Right -Suit eS Universal 2015 15A22 RSU1 8166 Paget
,0& CAUsersQana\Doskt0p13090 FENTON.rup Calic = MJ8 Building Front faces: W
Component Constructions
CR
Hardcastle Mechanical Design LLC
For: Brent Metz, Seventh Sense Engineering I
PO Box 11857, Denver, CO 80211
Phone- 720,428,2611
Email: brentjmetz*7engineeringcom
Job.
Date: Nov 19, 2015
By:
Wall$
(none)
Floors
21A -32t: Bg floor, light dD.(soil, 4'de
Or Area U -value Insul R Ht9 HTM Loss C19 HTM Ga
f? Stuh1fe-T fe-'FARuh awN Btuh Btuh/W A
Bold/italic values have been manueo overridden
1,33 187 0
201 5 -Nov -20 09A6:05
wrigbiftoft Right-SuiteiV Universal 2015 15A22 RSU1 8166 Page 3
CAUsers\Diana\Desktop\3M FENTON.rup Calc = MJ8 Building Front facec W
Design
Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 It
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
so
50
Outdoor: Heating
Cooling
Moisture difference (gr/lb)
60.4
-39.8
Dry bulb (OF) 3
95
Infiltration:
Dailyrange (OF) -
27 ( H
Method
Simplified
Wetbulb(OF) -
60
Construction quality
Semi -tight
Wind speed (mph) 15.0
T5
Fireplaces
I (Average)
Wall$
(none)
Floors
21A -32t: Bg floor, light dD.(soil, 4'de
Or Area U -value Insul R Ht9 HTM Loss C19 HTM Ga
f? Stuh1fe-T fe-'FARuh awN Btuh Btuh/W A
Bold/italic values have been manueo overridden
1,33 187 0
201 5 -Nov -20 09A6:05
wrigbiftoft Right-SuiteiV Universal 2015 15A22 RSU1 8166 Page 3
CAUsers\Diana\Desktop\3M FENTON.rup Calc = MJ8 Building Front facec W
Component Constructions
CLST2
Hardcastle Mechanical Design LLC
446 Elm eve, Brighton, Co M01 Phow 720 404 7425 ErrtaW dayidhc(?o?*a04,com
I
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720,428.2611
Email.- brentimetz@7engineedng.com
Location:
Denver Stapleton Int'l AP, CO, US
Elevation: 5285 it
Latitude: 40ON
Tob:
Date: Nov 19, 2015
By:
Indoor- Heating
Indoor temperature (OF) 70
Design ID (OF) 67
Relative humidi!y 50
Outdoor:
Heating Cooling
Moisture difference (gr/lb)
60.4
Dry bulb (OF)
3 95
Infiltration:
CIg HTM
Dailyrange (OF)
- 27 ( H
Method
Simplified
Wet bulb (OF)
60
Construction quality
Semi -tight
Wind speed (mph)
15.0 T5
Fireplaces
I (Average)
rk"T "M
75
20
50
-398
Construction descriptions
Or
Area
U -value
Insul R
Htg HTM
Loss
CIg HTM
Gain
Ila
StuhM2-*F
1F-'Ffi"
BhjhMg
Stuh
stuh1w
NO
Walls
12E-Osw: Frm wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2"
n
60
0o68
19,0
454
272
1.26
75
gypsum board int frish, 2'x6* wood frm, 16' o.c. stud
IN
56
0.068
19.0
4,54
255
126
71
all
116
0,068
MID
4,54
527
1,26
146
Windows
Energy 2012 Code: 2 glazing, Or outr, argon gas, insulated vinyl frm W
mat, cir low -e innr, 1/4' gap, 1l8" thk; 6,67 ft head ht
Doors
(none)
Ceilings
(none)
Floors
(none)
Boldlitatic values have been manually overridden
201 5 -Nov -20 09:46:05
wrightsoft' light -Suit eS Universal 2015 15.0.22 RSUI 8166 Page 4
CAUsers\Diana\Deskto0090 FENTON.rup Cato = W8 Building Front faces: W
Walls
12E-Osw, Frm wall, stucco ext, 3/8" wood shtb, r-19 cav ins, 1/2'
gypsum board int fnsh, 2'x6" wood trm, 16' o.c, stud
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
(none)
Floors
(none)
So/&Walk values have been manually ovenIdden
65
wrightSOffteS t Right-SuUniversal 2015 15.0.22 RSU18166 2015 -Nov -20 09PAage:05
CAUsers0ana\Deskl0pW90 FENTON.rup Calc = We Building Front faces: W
Component Constructions
Job:
Date: Nov 19,2015
DWN
By:
Hardcastle Mechanical Design LLC
446 Efin ave, Brighton, Co 80WI Phone: 720 404 7425 Email: davidhc002#aol,Corn
Project Information
For:
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720 .428.2611
Email: brentimetz*7engineedng.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 ft
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (gr/lb) 60.4
-398
Dry bulb (T)
3 95 Infiltration:
Daily range (OF)
- 27 ( H Method
Simplified
Wetbulb(OF)
60 Construction quality
Semi -tight
Wind speed (mp
eplaces
I (Average)
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
ft2 NON -T ft1-*F/BM
BtLAIIA? stuh
NuhM2 NO
Walls
12E-Osw, Frm wall, stucco ext, 3/8" wood shtb, r-19 cav ins, 1/2'
gypsum board int fnsh, 2'x6" wood trm, 16' o.c, stud
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
(none)
Floors
(none)
So/&Walk values have been manually ovenIdden
65
wrightSOffteS t Right-SuUniversal 2015 15.0.22 RSU18166 2015 -Nov -20 09PAage:05
CAUsers0ana\Deskl0pW90 FENTON.rup Calc = We Building Front faces: W
Component Constructions
UP
Hardcastle Mechanical Design LLC
Job:
Date. Nov 19,2015
By.
For:
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428 ' 2611
Email: brentjmetz*7engineering.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 ft
Design TD ('F)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor:
Heating Cooling
Moisture difference (gr/lb)
604
-39,8
Dry but b (T)
3 95
Infiltration:
Dailyrange (OF)
- 27 ( H
Method
Simplified
Wet bulbConstruction
quality
Semi -tight
Wind speed (mph)
150 T5
Fireplaces
I (Average)
Walls
12E-Osw: Fret wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2'
gypsum board int fnsh, 2'x6" wood frm, 16' o.c, stud
Partitions
(none)
Windows
(none)
Floors
(none)
Or Area U -value Insul R Htg HTM Loss C19 HTM Ga
W BUIN-T W-IFIBtuh BKAM� Btuh MAN A
40 OMS 19,0 4.54 181 126 50
Soldlitalk values have been manually overrWden
2015 -Nov -20 09:46Z5
wrightsoft* Right-Stnt.0 Universal 2015 15.0.22 ASUI 8166 Page 6
CAUsers\Diana\Desklop\3G90 FENTON.rup Calc = W8 Building Front faces: W
Component Constructions
ENTM
a c vMechanical
vws
Job:
Date: Nov 19, 2015
For. Brent Metz, Seventh Sense Engineering Inc
PC Box 11857, Denver, CO 80211
Phone. 720.428.2611
Email. brent)metz*7englneertng,com
Alla
Location.
Indoor.
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (°F)
70
7
Elevation. 5285 It
Design TD (°F)
67
20
Latitude. 40"N
Relative humidity {%
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60.4
-39.8
Dry bulb (°F) 3 95
Infiltration:
Dailyrange (°F) - 27 { H
Method
Simplified
tbulb("F) - 60
Construction quality
Semi -tight
Wind speed (mph) 15.0 7.5
Fireplaces
1 (Average)
Construction descriptions or ,area U -value tnsul to
Htg HTM Lass
C19 HTM Gain
W FStuh -"F W -'F
Btuh/W Brun
Btuh1W Btuh
Walls
12E-Osw: Frm wall, stucco ext, 318" wood shth, r -i 9 cav ins, 112" w
58 0.068 19.0
4.54 264
1.26 73
gypsum board int tnsh, 2'x6" wood frm, 16" o.c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm w
21 0.320 0
21.3 443
33.7 699
mat, cir low -e innr, 114° gap, 1/8' ink; 6,67 ti head ht
Doors
11 b0; boor, wd sc type w
21 0.390 0
26.0 546
10.8 226
Ceilings
(none)
Flags
(none)
Bolds tofu values have been manually overridden
rRi ht -Sus# Universal 2015 15A22 RSUI8166
2015-Nov-2009Page5
� Page 7
C.1Users0ana\Desktop13190 F NTON.rup Cato = W8 Building Front faces: W
Construction descriptions Or i HTM Loss C19 HTM Gain
Walls
i
Soldrltalic values have been manually overridden
2015 -Nov -20 09:46:05
r o Aight-Suit Universal 2015 15A22 RSU18166 Page
CAUsers0ana0esktop FENTON,rup Calc . W8 Building Front faces:
Component f •
HVAC
Date.
By:
Hardcastle MechanicalDesign
Brighton,446 Etrn eve, iSMIPhow 720 404 7425 Email: davidbC0020ad-corn
Project information
For'
Brent Metz, Seventh Sense Engineering Inc
PO Box +k Denver, CO 80211
It 720.428.2611
Email: brentjmetz*7engineehng.com
Design Condition
• •
Indoor: iHeating
• i 1. R.
Denver * i +. i. ' AP,Indoor i
Elevation: 5285 ft
Design TD (OF)
67
5
Latitude: 0.
id.:
Relative
:
i
Outdoor:
Heating Cooling Moisture difference (gr/lb)
60.4
-39.8
Dry but iInfiltration:
Dailyrange (OF)
- 27 H Method
Simplified
Wet bulb (OF)
- 60 Construction quality
Semi -tight
Wind speed i:..
Fireplaces e
(Average)
Construction descriptions Or i HTM Loss C19 HTM Gain
Walls
i
Soldrltalic values have been manually overridden
2015 -Nov -20 09:46:05
r o Aight-Suit Universal 2015 15A22 RSU18166 Page
CAUsers0ana0esktop FENTON,rup Calc . W8 Building Front faces:
12E-Osw* Frm wall, stucco ext, 3/8" wood shin, r-19 cav ins, 1/2' s
gypsum board int trish, 2"x6' wood frm, 16" o,c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm s
mat, cir low -e in r, 1/4' gap, 1/8" thk; 6.67 ft head ht
Doors
(none)
M
36 0.068 19.0
4 0.320 0
Soldfitallo values have been manually avenridden
21.3 88 182 75
+Wrfte8i ightsoft" Right-S,Universal 2015 ISA22 RSU18166 2015 -Nov -2009:46:05 Pae 9
oOM QAUsers0ana\Desk1op\3090 FENTON.rup Calc = W8 Building Front faces: W g
Component Constructions
Job:
Date- Nov
19,2015
PANTRY
By:
Hardcastle Mechanical Design LLC
446 Elm eve, Brighton, Co 80601 Phonc 720 404 7425 Email: davidbcO020acil.com
Pr
_Frojpct Information
For:
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz@7engineedng.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 it
Design 7D (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (gr/lb) 604
-39.8
Dry bulb (OF)
3 95 Infiltration:
Dailyrange (OF)
- 27 ( H Method
Simped
Wet bulb (OF)
60 Construction quality
Semi -tight
Wind speed (mph)
15.0 T5 Fireplaces
1 (Average)
-- - ---- _-_- -
Construction descriptions Or Area LI -value InsuIR
---------
Htg HTM Loss
Cig HTM Gain
42 MOW -T ft2-'F431vh
StUhm stuh
NOW Btuh
12E-Osw* Frm wall, stucco ext, 3/8" wood shin, r-19 cav ins, 1/2' s
gypsum board int trish, 2"x6' wood frm, 16" o,c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm s
mat, cir low -e in r, 1/4' gap, 1/8" thk; 6.67 ft head ht
Doors
(none)
M
36 0.068 19.0
4 0.320 0
Soldfitallo values have been manually avenridden
21.3 88 182 75
+Wrfte8i ightsoft" Right-S,Universal 2015 ISA22 RSU18166 2015 -Nov -2009:46:05 Pae 9
oOM QAUsers0ana\Desk1op\3090 FENTON.rup Calc = W8 Building Front faces: W g
Component Constructions
STUDY
Hardcastle Mechanical Design
446 Elm ave, Brighton, Co 80601 Phone., 720 404 7425 Email: davidhc002*a0l,CoM
ForBrent enth Sense yy Engineering Inc
A O Box �y9k Denver,57, i #
211
Phone: ! !
.2611
brenIjmetz*7englneedng.corn
Location:
DenverStapleton1 •
Elevation: 5285
i•r:N it
Latitude:
Outdoor: i..
Dry bulb
i. f'
- • i
Wind speed •.. 0.
Cooling
95H 2/y ( H
0
T.
Job:
Date:Nov 19, 2015
Indoor-
Heating
Cooling
Indoor temperature
Insul R
Htg HTM
Design 'TD (OF)
67
20
Relative •
Moisture difference fgrAb)
60,4
-39,8
Infiltration:
Method Simplified
Construction quality Semi -tight
Fireplaces 1 (Average)
Construction descriptions
Or
. ,
Insul R
Htg HTM
Loss
C19 HTM
Gain
Wallswall,stucco
iii t.cavins,0,0
68 i
1tr0
4,54
45
1,26
13
gypsum board int fnsh, 21x61 wood frm, 16" o.c. stud
S
91
0,068
Mo
454
413
1,26
114
t
!
190
4.54
417
*.
116
all
t
fta
19.04,54
875
t
243
Windows
mat, cir i •»i 6,67
s 19 0,320 0 21.3 406 16.2 345
W 48 0,320 0 21,3 1025 33.7 1618
all 67 0.320 0 21,3 1430 23.3 1963
ol€ 4tallc values, have beett mnuallyovaifidden
2095 -Nov -20 09:46:05
wrightSOft' Right-SuiteOUNversal2Ol5l5.0,22RSU18166 Page 10
C:tUsers\l)iana\Desktop130 0 F NTON.rup Calc = MJ8 Building Front faces:
Component Constructions
PWDR
Hardeastle Mechanical Design LLC
Job:
Date: Nov 19, 2015
By.
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone- 720.428 .2611
Email: brentjmetz*7engineering.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 ft
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60.4
-39.8
Dry bulb (OF) 3 95
Infiltration:
Daily range (OF) - 27 (H
Method
Simplified
Wetbulb(OF) - 60
Construction quality
Semi -tight
Wind speed (mph) 1 50 7,5
Fireplaces
I (Average)
Construction descriptions Or Area U-vatue Insul R
Htg HTM Loss
C19 HTM Gain
W Btuh/ft2-'F W'Fftih
BUIN Stuh
MAN Stuh
Walls
12E-Osw: Frm wall, stucco ext, 3/8" wood shth, r- 19 cav ins, 1/2' e
42 O068 19,0
4.54 190
126 53
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60 11a8 19.0
454 272
126 75
all
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454 463
126 128
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our,.
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frau a 8 0.320 0 21,3 171 33,7 270
mat, c la .e innr, 1/4" gap, 1/8" thk; 6,67 It head ht
Doors
(none)
Ceilings
16B-50ad: Attic ceiling, asphalt shingles roof mat, r-50 cell ins, 112" 30 OMO 50.0 1.33 40 1.02 31
gypsum board int fnsh
Floors
(none)
Soldfitafic values have been manually overtidden
2015 -Nov -20 09:46:05
wrightSOft' Right -Suit eO U niv ersal 2015 15 A22 RSU 18166 Page 11
G:\Users\Djana\0esktop\3090 FENTON,rup Calc = W8 Building Front faces: W
Component Constructions
Job;
KITCHEN
Date: Nov 19,
By:
2015
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Go 80601 Phow 720 404 7425 Email: davidhc002*aoj.com
Project Information
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentimetz@7engineedng.com
Design Conditions
Location: Indoor:
Heating
... .......
Cooling
Denver Stapleton InVI AP, CO, US Indoor temperature (T)
70
75
Elevation: 5285 it Design TD (OF)
67
20
Latitude: 4011N Relative humidity
50
50
Outdoor: Heating Cooling Moisture difference (gr/lb) 60.4
-39.8
Drybulb(OF) 3 95 Infiltration:
Daily range (OF) - 27 H Method
Simplified
Wetbulb(OF) 60 Construction quality
Semi -tight
Wind speed (mph) 1&0 7.5 Fireplaces
1 (Average)
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
fe 81uh/W-*F W-IFIfth
BVIN Brun
Btuh/W Brun
Walls
12E-Osw: Frm wall, stucco ext, 3/8' wood shin, r-19 cav Ins, 1/2' a 20 0,068 19.0
454 91
126 25
gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud s 187 U68 19,0
454 847
1,26 235
all 207 OM8 Mo
4,54 937260
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, Insulated vinyl frim s 13 OM O 0 213 285 18.2 242
mat, clr low- e inn r, 1/4' gap, 1/8" thk; 6.67 ft head ht
Doors
(none)
HE
Bold/halic values have been manually overfidden
2015 -Nov -20 09:46:05
Wrightsoft' Right -Suit .0 U niversal 2015 15 A22 RSUI 8166 Page 12
CAUsers\Duma\Desktop\3090 FENTON,rup Calc = W8 Building Front faces: W
"MOCA*oo *wft"ko Component Constructions Job:
Date: Nov 19, 2015
MUD By*
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Cc 80601 Phone: 720 404 7425 Email: davidh_c002*aoLcom
For:
Brent Metz, Seventh Sense Engineering Inc
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0,068
Phone: 720.428,2611
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222
1,26
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all 101
0,068
19.0
Design Conditions
458
1.26
Location:
Indoor:
Heating
cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 If
Design TD (OF)
67
20
a
Ltitude: 40"N
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (gr/lb) 604
-39Z
Dry bulb (OF)
3 95 Infiltration:
1,02
43
Dailyrange (OF)
27 (H Method
Simplified
Wat bulb (OF)
- 60 Construction quality
Semi -tight
Wind speed (mp
0 7.5 Fireplaces
1 (Average)
Construction descriptions
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....
Ht9 HTM Loss
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Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cIr outr, argon gas, insulated vinyl frm
mat, cir low -e innr, 1/4" gap, 1/8" thk; 6.67 it head ht
Doors
11 DO: Door, wd sc type
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168-50ad: Attic ceiling, asphalt shingles root mat, r-50 call ins, 1/2'
gypsum board int fnsh
Floors
(none)
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19.0
4.54
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222
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2015 -Nov -20 09:48;05
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Construction descriptions Or Area U -value InsuIR Htg HTM Loss Cig HTM Gain
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(none)
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22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth 124 1.180 0 78.7 9760
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Component Constructions
Job,
Date: Nov 19,
2015
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By-
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Go 80601 Phow 720 404 7425 ErnaW davidfic0020acif.corn
1111111111lig III i
I
Project
I -
For:
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720,428.2611
Email: brentimetz*7engineedng.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 ft
Design ID (IF)
67
20
Latitude: 40"N
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (grAb)
604
-39.8
Dry bulb (OF)
3 95 Infiltration.
Daily range (OF)
27 ( H Method
Simplified
Wetbulb(OF)
60 Construction quality
Semi -tight
Wind speed (mph)
15.0 T5 Fireplaces
1 (Average)
Construction descriptions Or Area U -value InsuIR Htg HTM Loss Cig HTM Gain
fv BWhIW-'F f?-'F0uh BMW Btuh fiftbMI Mull
Walls
(none)
Floors
22A-tpm: Bg floor, heavy dry or light damp soil, on grade depth 124 1.180 0 78.7 9760
Sold1tafic values hove been manually overridden
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AM CAUseraQana\Desktop\3090 FENTON,rup Cate - MJ8 Building Front faces: W
0 0
Component Constructions Job:
Date: Nov 19,2015
GREAT By-
Hardcastle Mechanical Design LLC
446 Efur eve, Brighton, Co 80601 Phow 720 404 7425 Email: davidhc0020aoLcrrnr
For: Brent Metz, Seventh Sense Engineering Inc
8
0.320
PO Box 11857, Denver, CO 80211
213
171
11,9
Phone: 720.428.2611
W
18
0.320
Email: brentimetz*7engineering.com
213
384
Design Conditions
607
all
26
Location:
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (T)
70
75
Elevation: 5285 It
Design 17D (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60A
-39.8
Drybulb (OF) 3 95
Infiltration:
Daily range (OF) - 27 H
Method
Simplified
Wetbulb(*F) - 60
Construction quality
Semi -tight
Wind speed (mph) 150 T5
Fireplaces
I (Average)
Construction descriptions Or Area LI -value Insul R
Htg HTM Loss
C19 HTM Gain
W StuhV-T fta_Fath
BlulIM2 Btuh
Btuh1W Btuh
Walls
12E-Osw: Frrn wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2' n
192 0,068 19,0
4,54 871
1 26 242
gypsum board int frish, 2"x6l wood frm, 16" o.c, stud a
98 0.068 19,0
454 444
1,26 123
W
52 0,068 Mo
4�54 236
126 65
all
342 OM8 19,0
454 1551
1,26 430
Windows
Energy 2012 Code: 2 glazing, cir outs, argon gas, insulated vinyl fim
mat, cir low -e lnnr, 1/4" gap, 1/8" thk; 6.67 ft head ht
4A4-2ovd: 2 glazing, cir outr, argon gas, vni frm mat, cir low -e innr, 1/4"
gap, 1/4" thk; 6.67 ft head ht
Doors
(none)
Ceilings
(none)
Floors
(none)
n
8
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213
171
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31.3
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51.8
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WrIghtsoft" Right -Suit e& U niv ersal 2015 15 A22 RSU1 8166 201 5 -Nov -20 09Page 05
15
44M CAUsers0iana\Desktop\3090 FENTON,rup Calc = MJ8 Building Front faces: W
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, $0601 Phil 720 7425 Email: davidhoD02*aol,com
«.
Date: ,,
For: Brent Metz, , Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email. brentjmetz07engineeAng.com
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Indoor:
Heating
Cooling
Denver Stapleton Intl AFS, CO, US
Indoor temperature (°F)
70
75
Elevation: 5285 ft
Design TD (OF)
67
29
Latitude: 40ON
relative humidity (%)
Sia
56
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60A
-39.8
Dry bulb (°F) 3 95
Infiltration:
Dailyrange (°F) - 27 ( H )
Method
Simplified
tbulb(°F) - 60
Construction quality
Semi -tight
Wind speed (mph) 15.O 7.5
Fireplaces
1 (Average)
Construction descriptions or Area U -value Insul R
tttg HTM Lose
C19 HTM main
W auhi ftp -"F
stub
Stun
Walls
12 -0sw: Frm watt, stucco ext, 3/8' wood shah, r-19 cav ins,. 112' e
78 0.068 19.0
4.54 354
1..26 98
gypsum board int Irish, 2&x6" wood frm, 16' o.c. stud
Partitions
(none)
Windows
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32 0.470 0
313 1003
51.8 1657
gap, 114" tk; 6.67 ft head ht
Doors
(none)
Ceilings
(none)
Floors
(none)
olaVlrallc values have been manually overrkkill
2015•Nov«20 09:46:05
I ' Right -Suit Universal 2015 15.0.22 RSt118166 Page 16
JOM C:1UsersQana\Desktop FENTON.rup Calc =sae Building Front uses.
Component Constructions
L'DRY
Hardcastle Mechanical Design LLC
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz@7engineehng.com
Job.
Date. Nov 19,2016
By:
L'
Design Conditions
Location:
Indoor*
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
IZ�r temperature (OF)
70
75
Elevation: 5285 ft
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating
Cooling
Moisture difference (gr/lb) 60.4
-39.8
Dry bulb (T) 3
95
Infiltration:
Daily range (OF) -
27 H
Method
Simplified
Wetbulb(-F)
60
Construction quality
Semi -tight
Wind speed (mph) 15O
7.5
Fireplaces
I (Average)
Construction descriptions
Or
Area 1.1 -value Insul R
Ht9 HTM Loss
C19 HTM Gain
W NuWT W-IFlikuh
MAN 81uh
Ruh/W Btuh
Walls
12E-Osw.- Frm wall, stucco ext, 3/8' wood shth, r-1 9 cav ins, 112 n
54 U68 19,0
4,54 245
126 68
gypsum board int fnsh, 2"x6" wood frm, 16' ox. stud
W
60 0,068 Mo
454 273
126 76
all
114 OMS 19,0
454 518
126 144
go
Windows
Energy 2012 Code: 2 glazing, cir outs, argon gas, insulated vinyl trm
mat, cir low -e innr, 1/4" gap, 1/8" thk; 6k7 ft head ht
Doors
(none)
Ceilings
1618-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2"
gypsum board int frish
Floors
(none)
W 12 OMO 0
Soldftfic values have been manually overridden
1.73 83 133 64
2015 -Nov -20 09:46:05
wrightSOft' Right•S,�ft$@Ullive,S.1201515.0.22RSU18166 Page 17
CAUsers\Dlana\DesktoP13090 FENTON,rup Calc = We Building Front faces: W
Component Constructions Job:
Date: Nov 19, 2015
BA %/H2 By-
Hardcastle Mechanical Design LLC
Project intormation
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz07engineering.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (T)
70
75
Elevation: 5285 It
Design TD (IF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60A
-39,8
Drybulb (IF) 3 95
Infiltration:
Dailyrange (OF) - 27 H
Method
Simplified
We I bu lb (" F) 60
Construction quato
Semi -tight
Wind speed (mph) 15,0 7.5
Fireplaces
1 (Average)
Construction descriptions Or
Area U -value Insul R
Htq HTM Loss
C19 HTM Gain
w Btuh/W-T fF-'F/8kM
stuhtfri Moll
stuh/w shk
Wall$
12E-Osw: Fun wall, stucco ext, 3/8' wood shth, r-19 cav ins, 112" n
54 O068 Mo
4,54 245
1.26 68
gypsum board int fnsh, 2"x6l wood frm, 16' o.c. stud e
118 0,068 Mo
454 535
1.26 148
all
172 0.068 19.0
454 780
126 216
UHM=
Energy 2012 Code: 2 glazing, cir outr, argon gas, Insulated vinyl f rm e 8 OMO 0 21.3 171 33.7 270
mat, cIr low -e irmr, 1/4' gap, 1/8" Ink; 6.67 It head ht
Doors
(none)
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 veil ins, 1/2" 84 0.026 38.0 1.73 146 1.33 112
gypsum board int fnsh
Floors
(none)
Bold1hatic values have been manually overridden
2015 -Nov -20 09A6:05
Wrlightsoft� Righr-S,iteO U niv ersal 2015 15-0.22 RSU 18166 Page 18
C:\Usam\DranaNDesktop\3090 FENTON.rup Cato = We Building Front faces: W
Component Constructions
LN
Hardcastle Mechanical Design LLC
446 Elm eve, Brighton, Co 80601 Phow 720 404 7425 Email: davidhcW20aol.c0rn
Job:
Date: Nov 19, 2015
By-
For.-
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentimetz*7engineehng.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 If
Design TD (IF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (gr/lb)
60.4
-398
Dry bulb (IF)
3 95 Infiltration:
Daily range (IF)
27 ( H Method
Simplified
Wetbulb(IF)
- 60 Construction quality
Semi -tight
Wind speed (mph)
15.0 7.5 Fireplaces
I (Average)
Construction descriptions
Or Area U-vatue instal R
Ht9 HTM Loss
C19 HTM Gain
it, ftjh/W-*F fe-"F/DWh
MAN Btuh
ShbAl2 Btuh
Walls
(none)
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
168-38ad: Attic ceiling, asphalt shingles roof mat, r-38 coil ins, 1/2'
gypsum board int tnsh
Floors
(none)
0.026 36.0 1,73 7 1.33
BoWtatic values have been manually overridden
2015 -Nov -20 WOM
wrightsoft* Right-SuiteO U niv ersal 2015 15 A22 RSU1 8166 Page 19
CAUsers\Diana\Doskto0090 FENTON.rup Calc = W$ Building Front faces: W
Job:
Component Constructions Date: Nov 19, 2015
BED3 By-
Hardeastle Mechanical Design LLC
For: Brent Matz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720,428.2611
Email: brentimetz@7engineehng.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 ft
DesignTD (OF)
67
20
Latitude- 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60.4
-39.8
Dry bulb (OF) 3 95
Infiltration:
Daily range (OF) - 27 (H
Method
Simplified
Wetbulb(*F) - 60
Construction quality
Semi -fight
Wind speed (mph) 150 T5
Fireplaces
I (Average)
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
W shbiw-IF W'FShjh
80.1hiv Btuh
stuh/W Biuh
Walls
12E-Osw: Frm wall, stucco e4 3/8'wood shin, r-19 cav ins, 1/2' n
118 0.068 Mo
454 535
1.26 148
gypsum board int tnsh, 2"x6' wood frm, 16" o.c. stud W
45 0.068 19,0
4.54 204
126 57
all
163 OM8 1U
4.54 739
1,26 205
M m
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, Insulated vinyl frm n
mat, air low -e inns, 1/4" gap, 1/8" thk; 6.67 it head ht IN
all
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil Ins, 1/2*
gypsum board Int fnsh
fim
8 0.320 0 21.3 171 11.9 96
18 OMO 0 21,3 384 33.7 607
26 0.320 0 213 555 27,0 702
182 0,026 X0 133 316 1.33 242
Boldlitalic values have been manually ovenidden
2015 -Nov -20 09:46:05
wrightSOft" Flight -Suit eS Universal 2015 15,0,22 RSU18166 Page 20
0& CAUsers0ana\Desktop\3090 FENTON.rup Calc = MJ8 Building Front faces: W
% Component Constructions
W
BED2
Hardcastle Mechanical Design LLC
446 Elm ave, Bdghton, Co 80601 Phone: 720 404 7425 Email: davidt'lcO020aol.corn
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz*7engineering.com
Job:
Date: Nov 19, 2015
By:
Wells
12E-Osw: Fr m wall, stucco ext, 3/8' wood shth, r-1 9 cav ins, 112"
gypsum board int tush, 2'x6' wood frm, 161 ox, stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm
mat, cIr low -e innr, 1/4' gap, 1/8" Ink; 6.67 it head ht
Doors
(none)
Ceilings
16B- bad: Attic ceiling, asphalt shingles roof mat, r-38 cell Ins, 112'
gypsum board int fnsh
Floors
(none)
e 30 OMO 0
4.54 313 126 87
SoldMalk values have been manually overridden
9:
+wrightSOft' Right.Suite(0 Universal 2015 15A 2015 -Nov -20 0
22 RSU18166 Page 46:05
21
CAUsers\D1ana%Desktop\3090 FENTON.rup CalD = MJ8 Building Front faces. W
A
Design Conditions
Location:
Indoor:
Heating
cooling
Denver Stapleton Intl AP, CO,US
Indoor temperature (T)
70
75
Elevation: 5285 It
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating
Cooling
Moisture difference (gr/lb) 60.4
-39,8
Dry bulb IT) 3
95
Infiltration:
Dailyrange (OF) -
27 ( H
Method
Simplified
Wetbulb(IF) -
60
Construction quality
Semi -tight
Wind speed (mph) 15.0
T5
Fireplaces
I (Average)
Construction descriptions
Or
Area U value Inslut R
Htg HTM Loss
C19 HTM Gain
W BtuhM2-'F ft2-'F/%.0
ikim" Btuh
ftlh/w Btuh
Wells
12E-Osw: Fr m wall, stucco ext, 3/8' wood shth, r-1 9 cav ins, 112"
gypsum board int tush, 2'x6' wood frm, 161 ox, stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm
mat, cIr low -e innr, 1/4' gap, 1/8" Ink; 6.67 it head ht
Doors
(none)
Ceilings
16B- bad: Attic ceiling, asphalt shingles roof mat, r-38 cell Ins, 112'
gypsum board int fnsh
Floors
(none)
e 30 OMO 0
4.54 313 126 87
SoldMalk values have been manually overridden
9:
+wrightSOft' Right.Suite(0 Universal 2015 15A 2015 -Nov -20 0
22 RSU18166 Page 46:05
21
CAUsers\D1ana%Desktop\3090 FENTON.rup CalD = MJ8 Building Front faces. W
A
Component Constructions
Hardcastle Mechanical Design LLC
t Elm ave,Brighton, i .. 720 40.. 7425 Email:i tai. et i i
For: Brent
PO 'w* 11857,.... 80211
Phone: 720.428.2611
brentimetz@7engineedng.com
Location:
Denver Stapleton Intl AP, CO, U
Elevation: 5265 It
Latitude: 40ON
Outdoor: Heating
Dry bulb (°F)
ailyrange (°F) -
t bulb (°F)
Wind speed (mph) 15.0
M
Heating Cooling
70 75
67 20
6 50
60} 4 -39Z
Simplified
Semi -tight
1 (Average)
Construction descriptions Or Area U•value Insut a Ht9 HTM Loss Ctg HTM Gain
W "F tta-*F/StUh sumitta 6tuh MAN 6tuh
Walls
(none)
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
(mane)
Floors
(none)
Bold liallc values have been manually overridden
2015 -Nov -2009
I � Hight -Suit sai
Univer20 515A22 RSU16166 Page 22
r° 22
CAUsers0anatDesktop F NTON.rup Calc - Wit Building Front Feces: W
Indoor.e
Design s
Relative,
,00ling
Moisture difference
i<
Method
.0
Construction quality
Fireplaces7.5
Heating Cooling
70 75
67 20
6 50
60} 4 -39Z
Simplified
Semi -tight
1 (Average)
Construction descriptions Or Area U•value Insut a Ht9 HTM Loss Ctg HTM Gain
W "F tta-*F/StUh sumitta 6tuh MAN 6tuh
Walls
(none)
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
(mane)
Floors
(none)
Bold liallc values have been manually overridden
2015 -Nov -2009
I � Hight -Suit sai
Univer20 515A22 RSU16166 Page 22
r° 22
CAUsers0anatDesktop F NTON.rup Calc - Wit Building Front Feces: W
Component Constructions
CLST
Hardcastle Mechanical Design LLC
Job:
Date* Nov 19, 2016
By,
For:
Brent Metz, Seventh Sense Engineering Inc
U -value
maul R
Ht9 HTM
PO Box 11857, Denver, CO 8• 0211
C19 HTM
Gain
49
Phone: 720 .428.2611
42-IFIR01
Btuh/w
Brun
BWh/W
Email: brentjmetz@7engineering.com
e
109
0,068
Design Conditions
4,54
494
126
Location:
s
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (T)
70
75
Elevation: 5285 It
172
Design TD (T)
67
20
Latitude: 4011N
1.26
Relative humidity
50
50
Outdoor:
Heating Cooling
Moisture difference (grAb)
60.4
-39.8
Drybulb(OF)
3 95
Infiltration:
is i* (OF)
- 27 ( H
Method
Simplified
Wetbulb(OF)
- 60
Construction quality
Semi -tight
Wind speed (mph)
15,0 7.5
Fireplaces
I (Average)
IlTalls
12E-Osw: Frm wall. stucco ext. ""wood shth r- 19 cav ins, 1/2'
gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud
EM
Or
Area
U -value
maul R
Ht9 HTM
Lose
C19 HTM
Gain
49
8tthM2-"F
42-IFIR01
Btuh/w
Brun
BWh/W
Btuh
e
109
0,068
Mo
4,54
494
126
137
s
63
0,068
Mo
4,54
286
126
79
all
172
0,068
Mo
4,54
780
1.26
216
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl trm a
mat, cir low -e innr, 1/4' gap, 1/8" thk; 6.67 ft head ht
Doors
(none)
Ceilings
(none)
Floors
(none)
Boldfitalic values have bow manually overddden
2015 -Nov -20 09A6:05
1l"" h' Right -Suit .0 Universal 2015 15A22 RSU18166 Page 23
Aft CAUsers0iana\Desktop\3090 FENTON.rup Calc = We Building Front faces: W
use Component Constructions Job*
Date. Nov 19, 2015
BATHI By-
Hardcastle Mechanical Design LLC
8HGMZZ=. 111111li;1111ri'llfir 33=
Walls
12E-0sw.- Frm wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2'
gypsum board int frish, 2"x6' wood fret, 16" o.c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm
mat, cir low -e innr, 1/4" gap, 1/8" thk; 6,67 It head ht
Doors
(none)
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, F-38 cell ins, 112'
gypsum board int fnsh
Floors
(none)
Or Area
lolect intormation
Insul R
Ht g HTM
Loss
For
Brent Metz, Seventh Sense Engineering Inc
W
WW -T
W -W"
PO Box 11857, Denver, CO 80211
Stuh
BhbN
stuns
S 75
Phone: 720.428,2611
Mo
4,54
340
126
Email: brentjmetz@7engineering.com
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (T)
70
75
Elevation: 5285 it
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity (%)
50
50
Outdoor:
Heating Cooling
Moisture difference (gr/lb)
604
-398
Dry bulb (OF)
3 95
Infiltration:
Daily range (OF)
- 27 ( H
Method
Simplified
Wetbulb(OF)
60
Construction quality
Semi -tight
Wind speed (mph)
150 7.5
Fireplaces
I (Average)
Walls
12E-0sw.- Frm wall, stucco ext, 3/8' wood shth, r-19 cav ins, 1/2'
gypsum board int frish, 2"x6' wood fret, 16" o.c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm
mat, cir low -e innr, 1/4" gap, 1/8" thk; 6,67 It head ht
Doors
(none)
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, F-38 cell ins, 112'
gypsum board int fnsh
Floors
(none)
Or Area
U -value
Insul R
Ht g HTM
Loss
C19 HTM
Gain
W
WW -T
W -W"
Bmhfw
Stuh
BhbN
stuns
S 75
0M8
Mo
4,54
340
126
94
52 0.026 38.0 113 90 1.33 69
Sold/itaft values have been manually Overridden
2015 -Nov -20 09:46�05
WrISIbItSOft' Right-S.it.OUniversai2Ol5l5.0,22RSU18166 Page 24
AC& CAUsers\Djana\Desktop\3090 FENTON,rup Calc = We Building Front faces: W
Construction descriptions Or Area 11*value Insul R Htg HTM Loss clg INTRA Gain
-T h2 -"F /W 8tuh BUMV Btuh
Walls
(none)
Partitions
(name)
Windows
(none)
Doors
(none)
Ceilings
(none)
Floors
(none)
DoWitallo values have been rrranually ovenrldden
2015 -Nov -20 09:46:05
wrightsoft, Right -Suit Universal201515.13.22 RSU18166 Page25
CAUsers0ana\Desktop FENTON.rup Cato = MJ8 Building Front faces:
s
Component • r
Job:
19, 2015
Date, Nov
Hardcastle Mechanical Design LLC
446 Elm ave, B4ghton, Co 80601 Phone: 720 404 7425 Email: davirlhoW24aril.corn
Prolett Information
•
• Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz@7engineering.com
Design Conditions
Location:
Indoor-
Heating
Cooling
Denver Stapleton Int'l AP, CO, US indoor temperature (OF)
70
75
Elev• 5 ItDesign
TD (OF)
67
20
Latitude: #
Relative
Outdoor:
Hes • o gMoisture difference(gr/l
0
•+
Dry but b (OF)
3 95 Infiltration:
Wetbulb(T)
60 Construction quality
Semi -tight
Wind speed (mph)
15.0 7.5 Fireplaces
I (Average)
Construction descriptions Or Area 11*value Insul R Htg HTM Loss clg INTRA Gain
-T h2 -"F /W 8tuh BUMV Btuh
Walls
(none)
Partitions
(name)
Windows
(none)
Doors
(none)
Ceilings
(none)
Floors
(none)
DoWitallo values have been rrranually ovenrldden
2015 -Nov -20 09:46:05
wrightsoft, Right -Suit Universal201515.13.22 RSU18166 Page25
CAUsers0ana\Desktop FENTON.rup Cato = MJ8 Building Front faces:
Component Constructions
BED1
Hardcastle Mechanical Design LLC
446 Elm ave, B6ghton, Cc 80601 Phone: 720 404 7425 ErriaW davidlic0020taol,corn
Job:
Date* Nov 19,2015
By:
ForBrent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 8021
Phone: 720.4 28,2611
Emailbrentjmotz*7engineeringcc,m
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 It
Design TD (T)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60.4
-398
Drybulb(IF) 3 95
Infiltration:
Dailyrange (OF) 27 H
Method
Simplified
Wetbulb("F) 60
Construction quality
Semi -fight
Wind speed (mph) 15O 7.5
Fireplaces
1 (Average)
Construction descriptions Or Area U -value Insul R
Ht9 HTM Loss
Ctg HTM Gain
W Shh)/W-T W-'F/Bk0
Blull1w Bluh
Btuhmz Btuh
Walls
12E-1sw: Frm wall, stucco ext, 3/8" wood shth, r-1 9 cav ins, 1/2" n
9 0.is:
68M8
. Y, •19,0
454 395
1.26 109
all
219 0,068 190
4,54 993
1,26 276
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, ctr outr, argon gas, insulated vinyl Irm S
30 0,320 0
21 3 640
18,2 545
mat, ctr low -e innr, 1/4' gap, 1/8' thk; 6A7 it head ht w
48 0320 0
21,3 1025
33Y 1618
all
78 0.320 0
21 �3 1665
27,7 2163
ON
Ceilings
gypsum board int fnsh
mi
244 OM6 X0 133 423 1.33 324
Sold/italic values have been manually ovary
2015 -Nov -20 09:46:05
4, + wrightsoft' Right -Suit e@ Universal 2015 15,0,22 RSUI 8M Page26
AM CAUsers\Diana\Desk1oP\3090 FEN' ON,rup Calc = MJ8 Building Front faces: W
Ok"W WX Component Constructions
HALL
Hardcastle Mechanical Design LL11
Y
Date: rr. 19, 2015
..
Brent Engineering
a
P R Box :• Denver,♦ �A 211
57,
Phone:f aa2611
brentimetz@7enginee6ng.com o..
Design condiitM;
Indoor:
Heating
Cooling
Stapleton Int'l AP, CO, US Indoor temperature (T)
70
75
Elevation:Denver
at:
•:
20
40ON
RelativeLatitude:
#
50
Outdoor:
Heating Cooling Moisture difference (gr/lb) 60.4
-39A
Dry bulbInfiltration:
Dailyrange
•s
Simplified
Wetbulb('F)
- 60 Construction quality
Semi -tight
Wind speed (mph)
1 50 7.5 Fireplaces
1 (Average)
Construction descriptions Or Area 1.1 -value Insul R
H1t9 HTM Loss
C19 HTM Gain
Wall$
126-0sw: Fon wail, stucco ext, 316" wood shth, r-19 cay ins, 1/2'
gypsum board int fnsh, 2"x6M wood frm, 16" o.c. stud
Partitions
(none)
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl frm
mat, cir low -e innr, 114' gap, 1i6" ink; 6.67 f4 head ht
Doors
(none)
Ceilings
16-38ad: Aitic ceiling, asphalt shingles roof mat, r-36 cell ins, 112"
gypsum board int fnsh
Floors
(none)
F.Emmmmr#a «
w
4.54 219 1,26 61
1.73 140 1.33 106
8oldiltal% values have been manually overridden
2015 -Nov -20 09:16:05
i „, Right.S.rteO Univ ersal01515.0.22 RS1118166 Page 27
OOM CAUserslDtana\Desktopl.3 F6NTON.rup Calc = W6 Building Front faces: w
Component
!y i.yq� ♦ :
w rw. Constructions
' i
STAIR
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Go 80601 Phone: 720 404 7425 Ema#� davidbcO020acil,com
ForBrent Metz Seventh Sense Engineering Inc
PO Box 11 i157, Denver, CO 80211
o720.428,2611
Phone:
brentjmetz*7engineering.com
Design Conditions
Location:
Indoor:
Htating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
r•
Elevation:
Design TD (OF)
67
20
Latitude: 40ON
Relative humidityR
50
50
Outdoor: Heating ofMn w.
Moisture difference • • 60.4
M
Dry bulb (OF) 3 95
Infiltration:
r range
„1.i.
Method
Simplified
Wetbulb(*F) - 60
Construction quality
Semi -tight
Wind speed (mph) 15.0 T5
Fireplaces
0
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
Cig HTM Gain
Walls
gypsum board int Irish, 2'x6l wood frill, 16' o,c. stud e
88 0.068 Mo
454 399
1.26 111
w
53 O068 19.0
4,54 240
126 67
ail
242 0,068 ♦ t
54 1098 8
M a.
Partitions
o:
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl inn n
35 0320 0
21,3 747
119 418
mat, cir t w. 6.67 ft head ht W
35 0320 0
213 747
331 1180
all
70 0,320 0
213 1494
228 1598
HN
gypsum board int fnsh
88 0,026 38.5 1.73 153 133 117
BoWtal c values have bow manually overtkWen
r+ w
ehtsoft Right-SuiteS Universal 2015 15O22 RSUI 8166 R
e 28
AM .• Budcling Front faces: W
Component Constructions Job:
Date: Nov 19, 2015
SKYLOUNGE By:
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Cc WWI Phone: 720 404 7425 Ema& davidhc002*aol.com
For: Brent Metz, Seventh Sense Engineering Inc
0.320
0
PO Box 11857, Denver, CO 80211
512
317
809
Phone: 720.428.2611
0.320
0
213
Email: brentimetz@7engineering.com
182
545
Design Conditions
0,320
0
21.3
Location:
Indoor:
Heating
. ... ...
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 it
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (grAb) 604
-398
Dry bulb (*F) 3 95
Infiltration:
Dailyrange (OF) - 27 H
Method
Simplified
Wetbulb(OF) - 60
Construction quality
Semi -tight
Wind speed (mph) 15.0 7.5
Fireplaces
0
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
f? BIWIN-T W-'F/BtWl
swtr& stuh
WNW Mull
Walls
12E-Osw,. Fort wall, stucco ext, 3/8' wood shth, r-1 9 cav Ins, 1/2' e
88 O068 Mo
4.54 399
1,26 'I'll
gypsum board int fnsh, 2"x6' wood friff, 16' o,c. stud S
82 O068 19'o
4,54 372
1.26 103
W
84 0,068 Mo
4.54 381
126 106
all
254 0,068 Mo
4,54 1152
126 320
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl trin
mat, clr low -e innr, 1/4" gap, 1/8" ink; 6.67 ft head ht
4A4-2ovd: 2 glazing, cir outr, argon gas, vnI inn mat, cir low -e innr, 1/4"
gap, 1/4" ink; 6.67 it head ht
Doors
(none)
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 call ins, 1/2'
gypsum board int fnsh
Floors
(none)
a 24
0.320
0
21,0
512
317
809
s 30
0.320
0
213
640
182
545
all 54
0,320
0
21.3
1153
25.1
1354
W 28
0.470
0
313
878
51.8
1450
196 U26 38.0 113 340 133 260
Sold/italic values have been manually overridden
2015 -Nov -20 09:46:05
WirightWft' Right -Suit e@ Universal 2015 15A22 RSU18166 Page 29
Ar-'sk CAUsersQanakDesktop13o90 FENTON,rup Calc = WS Building Front faces: W
Component Constructions Job:
Date* Nov 19, 2015
PDR By:
Hardcastle Mechanical Design LLC
Project
norma ion
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz*7engineering.corn
Design Conditions
Location:
Indoor:
Heating
Cooling
Denver Stapleton Intl AP, CO, US
Indoor temperature (OF)
70
75
Elevation: 5285 ft
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60A
-39.8
Drybulb (IF) 3 95
Infiltration:
Dailyrange (T) - 27 H
Method
Simplified
Wetbulb('F) 60
Construction quality
Semi -tight
Wind speed (mph) 15.0 T5
Fireplaces
0
Construction descriptions Or
Area U -value Inaut R
Ht9 HTM Loss
C19 HTM Gain
W fth/W-T W-Tiauh
sk"2 Stuh
SKAM2 Btuh
Walls
12E-Osw, Frm wall, stucco ext, 3/8' wood shth, r-19 cav Ins, 1/2" n
48 0,068 19,0
4.54 218
126 60
gypsum board Int Irish, 2'x6" wood frm, 16' o.c. stud e
40 U68 19,0
4.54 181
1,26 50
all
88 0,068 Mo
4,54 399
126 111
Windows
Energy 2012 Code: 2 glazing, cir outr, argon gas, insulated vinyl Inn
mat, it low -e lnnr, 1/4' gap, 1/8" thk; 6.67 it head ht
Doors
(none)
Ceilings
16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2*
gypsum board int fnsh
Floors
(none)
0.320 0 213 171 333 270
SoldIftlie values have been manually overddden
WrIfjht$0W Right-SuireS Universal 2015 15A22 RSU18166
)4E,(5kC:\Users\Diana\Desktop\3090FENTON,rup Calc.W8 Building Front facw W
Component Constructions Job:
Date: Nov 19,2015
CL By:
Hardcastle Mechanical Design LLC
011=�I=ill
For-
Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentjmetz@7engineedng.com
Design Conditions
Location.
indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US Indoor temperature (OF)
70
75
Elevation: 5285 It
Design TD (OF)
67
20
Latitude, 40ON
Relative humidity
50
50
Outdoor:
Heating Cooling Moisture difference (gr/lb) 60.4
-398
Dry bulb (OF)
3 95 Infiltration:
Daily range (OF)
- 27 ( H Method
Simplified
Wet bulb (OF)
60 Construction quality
Semi -tight
Wind speed (mph)
15.0 7.5 Fireplaces
0
Construction descriptions Or Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
fe StLhN-T W-IF/Stul
Nuhm Btuh
BluhV Blue
12E-Osw: Fr m wall, stucco ext, 3/8" wood shin, r-19 cav ins, 1/2" n 24 0.068 Mo 4.54 109 1,26
gypsum board Int fnsh, 2'x6" wood trmi, 16" o.c. stud
Partitions
(none)
Windows
(none)
Doors
(none)
Ceilings
166-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 112" 9 U26 38,0 1.73 16 1.33
gypsum board int fnsh
Floors
(none)
Boldlitalic values have been manually ovenIdden
KIN
IN
2015-NOV-20 09A6:05
wrightsoft Right-SuiteV Universal 2015 15 A22 RSUI 8166 Page 31
AM C:\Users\Diana\Desktop\3090 FENTON,rup Cale = MA Building Front facm W
Component Constructions Job*
Date* Nov 19,2015
HALL` By:
Hardcastle Mechanical Design LLC
Project intormation
For: Brent Metz, Seventh Sense Engineering
Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentimetz*7engineehng.com
Design Conditions
71
Location:
Indoor:
Heating
Cooling
Denver Stapleton Int'l AP, CO, US
Indoor temperature (IF)
70
75
Elevation: 5285 It
Design TD (OF)
67
20
Latitude: 40ON
Relative humidity
50
50
Outdoor: Heating Cooling
Moisture difference (gr/lb) 60.4
-398
Dry bulb (IF) 3 95
Infiltration:
Daily range (OF) - 27 H
Method
Simplified
Wetbulb(IF) - 60
Construction quality
Semi -tight
Wind speed (mph) 150 75
Fireplaces
0
Construction descriptions Or
Area U -value Insul R
Htg HTM Loss
C19 HTM Gain
ftz Btuh/lIg-T W-'FAWM
BtLA/If Bich
stuh" stub
Walls
12E-0sw: Frm wall, stucco ext, 3/8' wood shirt, r-1 9 cav ins, 1/21 n
Be U68 19.0
454 399
126 ill
gypsum board Int fnsh, 2'x6' wood frm, 16 o,c. stud s
84 0.068 Mo
4.54 381
126 106
w
48 0.068 Mo
454 218
126 60
all
220 OM8 19.0
4,54 998
126 277
Partitions
(none)
Windows
4A4-2ovd: 2 glazing, cir outr, argon gas, vni frm mat, Or low -e inmr, 1/4" s
28 0470 0
313 878
271 775
gap, 1/4" thkl- &67 it hea•
. f 4 Doo
(none)
16B-38ad: Attic ceiling, asphalt shingles root mat, r-38 ceit ins, 1/2" 123 OM6 38.0 173 213 1,33 163
gypsum board int trash
Floors
(none)
Sot alio values have been manually overridden
2015 -Nov -20 09:46�05
wrightsoft, Right-Sufte@ Universal 2015 15.0,22 RSUI 8166 Page 32
t! 0W FENTON.rup Calc - We Building Front faces: W
P Summary Job:
roiect Date: Nov 19, 2015
(Rest of House) By:
Hardcastle Mechanical Design LLC
446 Elm ave. Brighton, Co 8MI Phone: 720 404 7425 Eirialt davidhCW2*a01,Corn
PLOject Information
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 80211
Phone: 720.428.2611
Email: brentimetz@7engineedng.com
Notes:
Design Information I
Outside db
3
OF
Inside db
70
OF
Design TD
67
OF
Heating Summary
85
Structure
38104
Btuh
Ducts
0
Btuh
Central vent (125 cfm)
7574
Btuh
Humidification
0
Btuh
Piping
0
Btuh
Equipment load
45678
Btuh
93001..F
Area (W)
3680
3680
Volume (fP)
15480
15480
Air changes/hour
033
0.13
Equiv. AVF (cfm)
85
34
Make
Carrier
Trade
CARRIER
Model
59SP5A060E17--W
AHRI ref
5285417
Efficiency
Heating input
Heating output
Actual air flow
Air flow factor
Static pressure
96,5 AFUE
60000 Btuh
58000 Btuh
50 OF
1281 cfm
0.034 cfm/Btuh
070 in H20
Summer Design Conditions
Outside db
95 OF
Inside db
75 OF
Design TD
20 OF
Daily range
H
Relative humidity
50 %
Moisture difference
-40 gr/lb
Structure
23182
Btuh
Ducts
0
Btuh
Central vent (125 cfm)
2248
Btuh
Blower
0
Btuh
Use manufacturer's data n
Rate/swing multiplier 1.00
Equipment sensible load 25379 Btj
Structure
52
Bt
Ducts
0
Bt
Central vent (125 cfm)
-2797
Bt
Equipment latent load
0
Bt
Equipment total load
25379
Bt
]
Req. total capacity at 0,80 SHR
2.6
Cooling Euipment Summ
q
Make Carrier
Trade ASPEN
Cond CA16NW036****A
Coil C(AC,D,E)48A24+59*P5AO60EI7**14+TDR
AHRI ref 8023436
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
m
Air flow factor
Static pressure
i
25440
Btuh
6360
Btuh
31800
Btuh
1060
cfm
0.046
cfm/Btuh
0.70
in H2O
1.00
Sold/halic values have been manually ovetrioVen
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed
2015-Nov-20 M4606
7r- WrIghtSOft Right -Su 00 u niv ersal 2015 15A22 RSU 18166 Page 1
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Project Summary Date: Nov 19, 2015
MINI By:
Hardcastle Mechanical Design LLC
For: Brent Metz, Seventh Sense Engineering Inc
PO Box 11857, Denver, CO 8011
Phone- 720.428.2611
Email. brentjmetz*7engineedng.coo
Notes:
Weather: Denver Stapleton Inti AP, CO, US
Winter Design Conditions Summer Design Conditions
Outside db 3 OF Outside db 95 'IF
Inside db 70 OF Inside db 75 OF
Design TD 67 OF Design TD 20 OF
Daily range H
Relative humidity 50 %
Moisture difference -40 gr/lb
Heating Summary
Structure 11464 Btuh
Ducts 0 Btuh
Central vent (29 c1m) 1778 Btuh
Humidification 0 Btuh
Piping 0 Btuh
Equipment load 13242 Btuh
Z= =
Area (W) 452
452
Volume (ftp) 4408
4408
Air changes/hour 0.53
028
Equiv. AVF (cfm) 39
21
Heating Equipment Summary
in H20
Make DUCTLESS MINI SPLIT
Btuh
Trade
n
Model AOU18RLFWI
Rate/swing multiplier
AHRI ref
ton
22000
Btu h •.
59
OF
411
cfm
0.036
cfm/Btuh
0
in H20
IF!
Structure
7617
Btuh
Ducts
0
Blurt
Central vent (29 cfm)
528
Btuh
Blower
0
Btuh
Use manufacturer's data
n
Btuh
Rate/swing multiplier
1.00
ton
Equipment sensible load
8128
Btuh
Structure
-459
Btuh
Ducts
0
Btuh
Central vent (29 cfm)
-656
Btuh
Equipment latent load
0
Btuh
Equipment total load
8128
Btuh
Req. total capacity at 0.80 SHR
0,8
ton
Cooling Equipment Summary
Make DUCTLESS MINI SPLIT
Cond AOU188LFWI
Coll ASU18RLFI
AHRI ref
Efficiency
Sensible cooling
Latent cooling
Total cooling
Actual air flow
Air flow factor
Static pressure
Load sensible heat ratio
IT.WT4,4701
0
Btuh
0
Btuh
0
Btuh
421
cfrn
O055
ofm/Btuh
0
in H20
1.00
Soldiftalic values have been manually overfidden
Calculations approved by ACCA to meet all requirements of Manual J 8th Ed
2015-Nov-20 09:46:06
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Email: davidhcOG2*aol.corn
Job:
Date: Nov 19,2015
By:
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446 Elm ave, 86ghton, Co $0601 Phone: 720 404 7425 Erna& dm,4dhc002*aol.corn
Job:
Date: Nov 19, 2015
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(Rest of House)
Date:
Nov 19,
2015
By:
Nardcastle Mechanical resign LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Email: davidh 2 aol,com
1
Room name
UP
ENTRY
2
Exposed wall
4,0 It
10.0 If
3
Room height
10:0 R
heallcod
10.0 It
heat/cool
4
Roam dimensions
4,0
x
11.0 If
1.0 x
108.0 It
5
Room area
44.0 ftp
108.0 Via
Ty Construction
U -value Or HTM
Area ftp
Load
Area (ft2)
Load
number
I
(Btuhlttl-"F (Btutttftz)
or perimeter (it)
(Blob)
or perimeter
(ft)
(Btub)
Heat Cool
Craas NfFtS
H t Cool
Cr NJP1S
Heat Coot
0
12E w
0,068 n 4.54 1.26
40 40
181
50
0
0
0
0
Energy 2012 Code
0.320 n 21,34 11.05
0
0
0
0
0
0
0
0'
V[�� 12E-Osw
OM8 e 4,54 1,26
0
0
0
0
0
0
0'
0
4A4-2ovd
0.470 e 34.35 5118
0
0
0
0
0
0
0
0
11
Energy 2012 Code
0320 e 21,34 33,74
0
0
0
0
0
0
0
0
11 DO
0.390 0 26.01 10.76
0
0
0
0
0
0
0
0
12E-0sw
0. s 4.54 1.26
0
0
0
0
0
0
0
0
4A4- ovd
0,470 a 0.00 0.00
0
0
0
0
0
0
0
0
Entergy 2012 Code
0.320 s 21,34 18,17
0
0
0
0
0
0
0
0
12E-0sw
0.068 w 4.54 1.26
0
0
0
0
100
58
264
73
4A4-2ovd
0,470 w 0,00 0,00
0
0
0
0
0
0
0
0
Energy 2012 Code
0.320 w 21,34 33,71
0
0
0
0
21
0
443
699
11[)0
0.390 w 26,01 10,76
0
0
0
0
21
21
546
226
C 161t-38ad
0.026 113 = 1 M
O
0
0
O
0
0
0
0
C 16B-50ad
0.020 1,33 1,02
0
0
0
0
0
0
0
0
F 21A-3 t
0.020 1.33 04D
0
0
0
0
0
0'
0
0
F 22A -torn
1,180 - 78,71 0,00
0
0
0
0
0
0
0
0
61
c) AED excursion
1
-7
1
1
172
Envelope losalgain
181
43
1
1253
1170
12
a) Infiltration
72
9
181
21
b) Room ventilation
0
0
0
0
13
Internal gains:
Occupants 0 2300
00
0
0
Applin oth0r
0
0
Subtotal (lines 6 to 13)
254
52
1434
1192
Less external load
0
0
0
0
Less transfer
0
0
0
0
Redistribution
-254
-52
203
41
14
Subtotal
0
0
1637
1233
15
Duct loads
_0% 09'.
0
0
-09tH
0%
0
0
Total room load
0O
1637
1233
Air required (cfm)
0
0
551
56
Vfr'a m 0 09:46M
g... 0 4 *'
Right -A Worksheet
(Rest of House)
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Email: davidhcO020aol,corn
Job:
Date* Nov 19,2015
By:
A
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(Rest of House)
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Email: davidhcOO2*ao4,com
Job:
Date, NovI9,2015
By:
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Email: davidhc002*aoLcorn
Job:
Date: Nov !8t 2015
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2015 -Nov -20 09:46:06
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446: Elm ave, Brighton, Co 50601 Phone_ 720 404 7425 Email: clavi aol,00m
Job.-
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ab:tate: Nov 1 , 2015
By:
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201 5 -Nov -20 09:46:06
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(Rest of House)
Hardeastle Mechanical Design LLC
446 Elm ave, Brighton, Cts 80601 Phone: 720404 7425EmaR:davidhcOO2,*aoLcom
Job:
Darte: Nov 19, 2015
By:
Cadculations approyed by A -CCA to meet all reauirements of Manual J Elth Ed.
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Hardcastle Design
446 Elm ave, Brighton, Co SMI Phone: 720 404 7425 EmaW davidhcOO20aol.com
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Date. Nov 190 201 a
By:
4
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Right -M Worksheel:
(Rest of House)
Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 ErrW: dav1dhcOO2GaoJ.corn
Job:
Date, Nov 19, 2015
By:
2015 -Nov -20 09A6:06
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Co 80601 Phone: 720 404 7425 Emaik davidhcOO2*aW.com
Job.
Date- Nov 19,2015
By:
201 5 -Nov -20 09:46:06
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446 Elm ave, Brighton, Co 8M1 Phone: 720 404 7425 Email: davrdhcOO2Qaol.com
Job:
Date: Nov 19, 2015
By:
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201 S -Nov -20 W46:06
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446 Elm ave, Brighton, Cc 80601 Phone: 720 404 7425 Emait da*vidhc002*aol,corn
Job:
Date: Nov 19,2015
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Hardcastle, Mechanical Design LLC
446 Elm ave, 86ghton, Co 80601 Phone: 720 404 7425 Email„ davidticW20aot-com
Job:
Date: Nov 19, 2015
By:
Cafic-ulations awrmd by ACCA to meet all reouirements of Manual J 8th
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Job*
Date: Nov 19, 2015
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2015 -Nov -2009A(3:06
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Date:
Nov 19, 2015
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton„ Co 80601 Phone: 720 404 7425 EmaWdavidhc002#aoLcrxn
1 room name
CL
NALL2
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3.0 6
31,0
It
3 Room height
8,0 tt
heat/cool
8.0 It
heat/cool
4 Room dimensions
3,0
x
3:0 it
1.0 x
123.0 It
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9.0 ftp
1210 W
Ty Construction
U-value Or NTM
Area (ftp)
�
Load
Area (ftp)
Load
number
(BtuhdtV'F (Bt uhlft2)
I
or perimeter (f)
(Btuh)
or peri ter
(ft) I
(Btuh)
N t Gaol
Gross N/P/S
Neat
Coal
Gross 3Pi
NeatC
out
6 12E-tisw
0,061 n 4,54 1.26
24 24
109
30
88
88
399
111
Energy 2012 Code
0,320 n 21.34 11.95
0
0
0
0
0
0
0
0
12E-0sw
0,068 e 4.54 1.26
0
0
0
0
0
0
0
0
04-2ovd
0,470 e 0.00 0,00
0
0
0
0
0
0
0
0
11
Energy 2012 Code
0,320 e 21.34 33.71
0
0
0
0
0
0
0
0
11 GCI
0.390 e 0.00 0.00
0
0
0
0
0
0
0
0
12E-Osw
0,068 s 4.54 1.26
0
0
0
0
112
84
381
106
4A4.2ovd
0,470 s 31,35 27.87
0
0
0
0
28
0
878
7755
Enemy 2012 Code
0320 s 2134 1817
0
0
0
0
0
6
0
0'
1 E-0sw
0,068 w 4.54 1.26
0
0
0
0
48
48
218
60
4A4-2ovd
0.470 w 31.35 51.78
0
0
0
0
0
0
0
0
Energy 2012 Code
0.920 w 21.34 33.71
0
0
0
0
0
0
0
0
11 G0
0.390 w 0.00 0,00
0
0
0
0
0
0
0
0
C > 168-38ad
0.026 1.73 1,33
9
9
16
12
123
123
213
163
C 16€3-50ad
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0
0
0
0'
0
0
0
0
F- 21A-32t
0.020 0160 0100
0
0
0
0
0
0
0
0
F 22A-tom
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0
0
0:
0
0
0
0
0
61 c) AEG excursion
1
.41
1
1
76
Envelope loss/gain
124
38'
2089
1291
12 a) Infiltration
56
9
574
90
b) Room ventilation
0
0
0
0
13 Internal gains;
Occupants 0 230
0
0
0
0
Appliances/other
0
0
Subtotal (lines 6 to 13)
180
47
2663
1381
Less external toad
0
0
0
0
Less transfer
0
0
0
0
Redistribution
-180
•47
8801
6296
14 Subtotaln
0
0
11464
7617
15 Duct toads
-x 1/0 0% '
0
0
-0`
0%
0
0
Total room toad0
0
11464
7617
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Hardcastle Mechanical Design LLC
446 Elm ave, Brighton, Go $0601 Phone: 720 404 7425 ETeii, davidhcOO2*aoI.00rn
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•w Box 11857, Denver,• 80211
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t in H20
0 in H20
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2015 -Nov -2009:46:11
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CAUsers\Diana\Desktop\3090
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THE PROPOSED RESIDENCE/DUPLEX
DENVER, COLORADO
Job Na.: 15-597
October 6, 2015
wmm�
Mr. Brent Metz
31 Fenton LLC
3802 Union Court
Wheat Ridge, Colorado 80033
Hollingsworth Associates, Inc.
Getmeclrnical & Environmental Engineers 2875 W. Oxford Ave. #7 Sherichar, Colorado 80110
303-781-5188/fax 303-781-5224
TABLE OF CONTENTS
PURPOSE AND SCOPE OF WORK
PROPOSED CONSTRUCTION
SITE CONDITIONS
FIELD EXPLORATION
LABORATORY TESTING
SUBSURFACE CONDITIONS
FOUNDATION RECOMMENDATIONS
FLOOR SLABS
FOUNDATION WALLS
WATER SOLUBLE SULFATES
UNDERDRAIN SYSTEM
SURFACE DRAINAGE
LIMITATIONS
Figures
Fig. I - Location of Exploratory Boring
Fig. 2 - Log of Exploratory Boring
Fig, 3 - Legend and Notes of Exploratory Boring
Fig. 4 - Gradation Test Results
Fig. 5 - Swell -Consolidation Test Results
Table I -- Summary of Laboratory Test Results
This report presents the results of a subsurface study for the proposed residence/duplex to
11111 1 1 !19 11111 i 1 11 IN I I 1i ill 111 1
the purpose of developing foundation recommendations. The project site is shown on Fig. I.
The study was conducted in accordance with our scope of services letter dated September 14,
RM
A field exploration program consisting of drilling one exploratory boring was conducted
to obtain information on subsurface conditions. Material samples obtained during the field
exploration were tested in the laboratory to determine the classification and engineering
characteristics of the on-site soils. The results of the field exploration and laboratory testing
were analyzed to develop tioundation recommendations and allowable bearing pressures. The
results of the field exploration and laboratory testing are presented herein.
This report has been prepared to summarize the data obtained during this study and to
present our conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Design parameters and a discussion of geotechnical
engineering considerations related to construction of the proposed residence/duplex are included
PROPOSED CONSTRUCTION
It is our understanding that the proposed residence/duplex will be a two-story wood
structure founded on a full basement. Foundation loads are expected to be light as is typical for
this type of construction. If the design varies from the project description above, the
recommendations presented in this report should be reevaluated.
SITE CONDITIONS
At the time of our field investigation, the site had an existing one-story house founded
on a crawlspace. The site was fully landscaped with lawn, shrubs, and mature trees. The site
sloped slightly from northeast to southwest with a change in elevation of approximately 4 feet.
FIELD EXPLORATION
The field exploration for the project was conducted on September 18, 2015. One
exploratory boring was drilled at the location shown on Fig. I to explore the subsurface
conditions, The location of the exploratory boring was determined by Hollingsworth
Associates personnel based on the site access conditions.
The boring was advanced through the soils with a 4 -inch diameter continuous flight
auger. The boring was logged by a project engineer.
Samples of the subsurface materials were taken with a 2 -inch I.D, spoon sampler. The
sampler was driven into the various strata with blows from a 140 -pound hammer falling
30 inches. This test is similar to the standard penetration test described by ASTM Method
D-1586. Penetration resistance values, when properly evaluated, indicate the relative density or
consistency of the soils and bedrock. Depths at which the samples were taken and the
penetration resistance values are shown on the Log of Exploratory Boring, Legend and Notes
M
Measurement of the water level was made in the boring by lowering an M -scope into
the open hole shortly after completion of drilling.
The samples obtained from the exploratory boring were examined and visually classified
I
in the laboratory by the project engineer. Laboratory testing included standard property tests, such
as natural moisture content (ASTM D-2216), grain size analysis (ASTM D-422) and liquid and
plastic limits (ASTM D-4318). Swell -consolidation tests (similar to ASTM D-2435) were
conducted on one sample of the upper soils and one sample of the bedrock to determine the
compressibility or swell characteristics under loading when submerged in water. The percentage
of water soluble sulfates was determined in general accordance with "Standard Methods for the
Examination of Water and Wastewater, 15"' ed.", for one selected sample.
Results of the laboratory testing are shown on Figs. 4 and 5 and summarized in Table 1.
The laboratory testing was conducted in general accordance with applicable ASTM standards.
SUBSURFACE CONDITIONS
of 12 inches of topsoil and 7 feet of stiff sandy clay, which occasionally grades to a very clayey
sand, overlying hard claystone/sandstone for the depth drilled, 21 feet. No free water was
encountered in the exploratory boring at the time of drilling.
A gradation of a typical sample of the very clayey sand is shown on Fig. 4. The very
clayey sand possesses a moderate swell potential with a percent swell of 2.8% and an uplift
pressure of 8,000 psf when wetted under constant load as indicated by the swell -consolidation
test results shown on Fig. 5. A gradation of a typical sample of the claystone/sandstone is
shown on Fig. 4. The claystone/sandstone possesses a low swell potential with a percent swell
of 1.2% and an uplift pressure of 8,500 psf when wetted under constant load as indicated by the
swell -consolidation test results shown on Fig. 5. The laboratory test results are summarized in
M
FOUNDATION RECOMMENDATIONS
Considering the subsurface conditions encountered in the exploratory boring and the
nature of the proposed construction, we recommend the residence/duplex be founded on straight -
shaft piers drilled into bedrock.
The design and construction criteria presented below should be observed for a straight -
shaft pier foundation system. The construction details should be considered when preparing
project documents.
(1) Piers should be designed for an allowable end bearing pressure of 20,000 psf and a skin
friction of 2,000 psf f6r the portion of the pier in bedrock.
(2) Piers should also be designed for a minimum dead load pressure of 10,000 psf based on
pier end area only. Application of dead load pressure is an important and effective way to
help in mitigating foundation movement due to swelling soils. However, if the minimum
dead load requirement cannot be achieved and the piers are spaced as far apart as practical,
the pier length should be extended beyond the minimum, penetration to make up the dead
load deficit. This can be accomplished by assuming one-half of the skin friction given
above acts in the direction to resist uplift caused by swelling soil and rock near the top of
the pier.
(3) Piers should penetrate at least three pier diameters into the bedrock. A minimum
penetration of 10 feet into the bedrock and a minimum pier length of 15 feet are
(4) Piers should be designed to resist lateral loads using a modulus of horizontal subgrade
reaction in the clay soils of 50 tcf. The modulus value given is for a long one -foot wide
pier and must be corrected for pier size.
11
(5) Piers should be reinforced their full length with at least one No, 5 reinforcing rod for each
16 inches of pier perimeter to resist tension created by the swelling materials.
(6) A 4 -inch void should be provided beneath the grade beams to concentrate pier loadings
and to prevent the expansive soil and rock from exerting uplift forces on the grade beams.
(7) The minimum spacing requirements between piers should be three diameters from center
to center. At this spacing, no reduction in axial or horizontal soil modulus values is
required. Piers grouped less than three diameters firom center to center should be studied
on an individual basis to determine the appropriate reductions in both lateral and axial
capacity.
(8) A minimum pier diameter of 10 inches is recommended to facilitate proper cleaning and
observation of the pier hole.
(9) Concrete used in the piers should be a fluid mix with sufficient slump so it will fill the void
between reinforcing steel and the pier hole.
(10) Based on the results of our field exploration, laboratory testing, and our experience with
similar, properly constructed drilled pier foundations, we estimate pier settlement will be
low. Generally, we estimate the settlement of a pier I foot in diameter will be
approximately I inch when designed according to the criteria presented herein. The
settlement of closely spaced piers will be larger and should be studied on an individual
MM
(11) Pier holes should be properly cleaned prior to the placement of concrete.
(12) The absence of water in the exploratory boring indicates the use of casing or dewatering
equipment in the pier holes will probably not be required to reduce water infiltration.
9
However, if water infiltration does occur, the requirements for casing can sometimes be
A 11 111 1 13i IIIIIIIIIIIIIIIIIIE &IIIIIIiII 11
case should concrete be placed in more than 3 inches of water.
(13) The drilled shaft contractor should mobilize equipment of sufficient size and operating
condition to achieve the required bedrock penetration.
(14) Care should be taken that the pier shafts are not oversized at the top. Mushroomed pier
tops can reduce the effective dead load pressure on the piers.
(1 5) Concrete should be placed in piers the same day they are drilled. The presence of water or
caving soils may require that concrete be placed immediately after the pier hole is
completed. Failure to place concrete the day of drilling will normally result in a
requirement for additional bedrock penetration,
(16) A representative of the soil engineer should observe pier drilling operations on a full-time
MW
FLOOR SLABS
Floor slabs present a very difficult problem where highly expansive materials are
present near floor slab elevation because sufficient dead load cannot be imposed on them to
resist the uplift pressure generated when the materials are wetted and expand. used on the
moisture -volume change characteristics of the materials encountered, we believe the only way
to prevent damage as a result of floor slab movement will be to construct a structural floor
above a well -ventilated crawlspace. The floor should be supported on grade beams and piers
the same as the main structure.
M
FOUNDATION WALLS
Foundation walls that are laterally supported and can be expected to undergo only a
moderate amount of deflection should be designed for a lateral earth pressure computed based on
an equivalent fluid it weight of 50 pef for backfill consisting of the on-site soils.
All foundation should be designed for appropriate hydrostatic pressures. The pressures
recommended above assume drained conditions behind the walls and a horizontal backfill surface.
The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral
pressure imposed on a foundation wall.
WATER SOLUBLE SULFATES
The concentration of water Soluble sulfates measured in a sample obtained from the
exploratory boring was less than 0.01%. This concentration of water soluble sulfates represents a
negligible degree of sulfate attack on concrete exposed to these materials. Tlic degree of attack is
based on a range of negligible, positive, severe, and very severe as presented in the U.S. Bureau of
Reclamation Concrete Manual.
Based on this information, we believe special sulfate resistant cement will not be required
for concrete exposed to the on-site soils.
UNDERDRAIN'SYSTEM
The basement level of the residence/duplex should be protected by an underdrain system.
The underdrain system should consist of perimeter drains.
i11111111111111iiiiiiii
above the invert level with free -draining granular material. The fi-ce-draining material should
extend to the ground elevation below the structural floor. The perimeter drains should be at least 4
h
inches in diameter. The drain lines should be placed at least I foot below the floor level and
graded to sumps at a rnininnurn slope of I/M. The underdrain system should be sloped to a sump
where water can be removed by pumping or gravity drainage.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
Jntnjm,�
Jiggrt
(1) Excessive wetting or drying of the foundation excavations and underslab areas should
be avoided during construction.
(2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least
95% of the maximum standard Proctor (ASTM D-698) density in pavement areas and to
at least 90% of the maximum standard Proctor (ASTM D-698) density in landscape
(3) The ground surface surrounding the exterior of the residence/duplex should be sloped to
drain away from the foundation in all directions. We recommend a minimum slope of 6
inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first
10 feet in paved areas.
(4) Roof downspouts and drains should discharge well beyond the limits of all backfill.
LIMITATIONS
This report has been prepared in accordance with generally accepted soil and foundation
engineering practices in this area for use by the client for design purposes. The conclusions
and recommendations submitted in this report are based upon the data obtained from the
M
exploratory boring drilled at the location on the exploratory boring plan and the proposed type
of construction. The nature and extent of subsurface variations across the site may not become
evident until excavation is performed. If during construction, fill, soil, rock, or water
conditions appear to be different from those described herein, this office should be advised at
once so reevaluation of the recommendations may be made. We recommend on-site
observation of excavations and foundation bearing strata by a representative of the soil
engineer,
Reviewed by: HH
no=
M
LEGEND
2 Topsoil,
0 Clay (CL), sandy, occasionally grades to very clayey sand, stiff, calcareous, brown, moist.
Claystone/sandstone, interlayered and intergraded, hard to very hard, brown with rust
mottling, moist, coal stringers.
Drive sample, 2 -inch I.D., California liner sample.
14/12 Drive sample blow count. Indicates that 14 blows of a 140 -pound hammer falling
30 inches were required to drive the Califomia sampler 12 inches.
1. The exploratory boring was drilled on September 21, 2015, with a 4 -inch diameter continuous
flight auger.
2. The exploratory boring was located in the field by HA personnel based on site access conditions.
4. The lines between materials shown in the boring represent the approximate boundaries
between material types and the transitions may be gradual.
5. No free water was encountered in the exploratory boring at the time of drilling.
15-597 LegendNVVV of E�xploratory B�oring
SM
HYDROMETER ANALYSIS
SIENE ANALWS
MW R� ANNCS
... .. .. . .... ........ ........ .......... ..... . . ... ....
I A,Q '-AID S 1A #AA MM Akt A' MMUS
. ..... .. .. P 1.
... ...... ..
41 P .... .... ...... .
7 .........
.. ....... ......
. . ..... ......... .
� i
-4
... ... ... .
. .. .... . ..... . .......... - 71, 'i
.. . ...........
.... ... ......
. .. .... — . ...... . .....
...... .... . . - ..... .. .... —
. . ............ ..... ......
.. . .. . .. ..... .
➢
..... .....
L
.... . ........ ....
........ .. .. ..........
71 i,
W, pMktNi
,w. ...... . . ... .. . ............ ... ...... ... .. .........
_.S"5
20iP 02 X1111
MAW i1 I 11}PARMA
1 M WU Mt St RS
. . . .... ............ . .. — ....... ....
JAYWSW ..
........ ..... .......... ... ........ .... ...
........ .... .......... ... . .. .............. ... . . ... .... . - —
SAM I MW L
..... ...... ..... .. ..
NO
..... ....... ....... ....
nium Cts. WII, iM 0�AR 1P
... . .... . ... . ... ...... ...... ... ....
GRAVEL 0 0,,,�
SAND 55 %
SIL AND CLAY 45 %
LIQUID LIMIT 42 %
PLASTICITY INDEX 29 %
SAMPLE OF Very clayey sand
FROM Boring B- I at 5'-0"
GRAVEL 2 % SAND 78 % SILTAND CLAY 20 %
LIQUID LIMIT 72 0% PLASTICITY INDEX 48 %
SAMPLE OF Claystone/sandstone FROM Boring B- I at 10'-0"
15-597
Gradation Test Results Fig. 4
Moisture Conten 14.8 1%
Circ° taint Weight= 114.4 pct.
Santplc of. Vcri clayctisand
From: Boring 13-1 at 5' -ti"'
1
a
4
b 4?
Exp insion nde on tat t LL ss at upon wettl Ig
0.1 to to 100
At'1'i..IED PRESSURE - kst'
Moisture Contew 26, %
Dn Umt Wcight.,< 94.7 pcf"
Sarritne of C:1 ti strtne/sandstonc
From: Barin 13-1 at 10'-0",
a
[:xpa sio u id(r < , turn pressor upon vettit
0
-2
tr. t 1 0 t rt 100
F'PLIIJ) PR13SSUIR1; - ksl'
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V Project Number: 15-222
ENDO z
These pages show the loads imposed by gravity diagramed on
the beams, headers, and joists with the nodes labeled on the key
plan with numbers. The reactions and beam selection are noted on
the diagrams and the printed calculations are included in order
behind the diagrams.
e TIF neet sno'TTT T iateral seiecTion t7i 7j,71MR& IM -r`n-d-K"TTVU•
the calculation of the lightest pier load and the choice to extend the
bedrock penetration 2 more feet to achieve the minimum specified dead
load in the soils report.
The weights of the foundation wall loads are shown on a spreadsheet
and correspond to the [abets on the key plan.
The building is analyzed using MWFRS Method 2 as specified
in ASCE 7 from the orthogonal directions using the wind pressures
associated with 105 mph wind speed. The building is simply
I ate 41**tarceni 4 -f -&i rrt Ke --&Mt
diaphragms.
mwi
the means of seismic lateral resistance.
"15
ct U4 L--
I�zil 0
,21
t
et
H OV"L I I
L z ) Mt
. . . . . .
t
et
H OV"L I I
L z ) Mt
Title Nock Line I Project Title:
You can change this area Engineer:
using the "Settings" menu item Project Descr
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Title Block Line 6
'Wood Beam
Description : Rbl,2
CODE REFERENCES
Beam seff weight calculated and added to leads
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set, IBC 2012
Uniform Load: D=0,020, S=0,030k.sf, Tributary
Material Properties
Arelioas Method: Load Ressstance Factor D
Fb - Tension
Load Combination JBC 2012
Fb - Compr
Fe - Pril
Wood Species it-evel Truss Joist
Fc - Perp
Wood Grade MicroLafn LVL 1,9 E
Fv
2-11.75x9,5
Ft
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
2600 psi E: Modulus of Elastico
2600 psi Ebend-xx 190, 0 k s i
2510 psi Enrinbend - xx 965,71 ksi
750 psi
285 psi
1555 psi Density 42 pot
Applied Loads
Service loads entered. Load Factors wfli be applied for calculations.
Beam seff weight calculated and added to leads
Uniform Load: D=0,020, S=0,030k.sf, Tributary
Width= 5,0 ft,(5'Rbof Tub)
DESIGN SUMMARY
Maxirnurn Bending Stress Ratio
1 Maximum
Shear Stress Ratio
Section used for this span
2-11.75x9,5
Section used for this span
2-1.'75x9.5
to , Actual
2,025,31 psi
fv: Actual
103,24 psi
FB: Allowable
4,490,72psi
Fv: A0owable
492,48 psi
Load Combination
Load Combination
+1,20D+0—ri3OL+1,60S+1,60H
Location of maxintum on span
6,215 ft
Location of maximum on span
0,(KI 01 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # I
Maximum Deflection
Max Downward Transient Deflection
0,261 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,453 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
CODE5EEENCS
Sparc - 13,670 ri
Calculations per NGS 2012, ISG 2012, CSC 2013, ASCE 7-10
Service loads entered, Load Factors wHi be applied for calculations,
Beam self weight calculated and added to loads
Load Combination Set: IBC 2012
Load for Span Number 1
Material Properties
Uniform Load : C =1; 202 S 0,030 ksf. Extent = H
Analysis Method . Load Resistance Factor D
Fb - Tension
2600 psi
: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
2600 psi
bend- xx 1900ksi
-;w>> 13,670 ft, Tributary Width = 9.0 ft, l9R0of Trsbl
Fc - Pril
2510 psi
Sminbend - xx 965.31 ksi
Wood Species iLevel f`russ Joist
Fc _ Perp,
750 psi
1 Maximum
Wood Grade IvtscroLarn LVL, 1.9 E
Fv
285 psi
1.87
Section used for this span
Ft
1555 psi
Density 42 pcf
Beam Bracing Beam is Fully Braced against iat rral-torsion buckling
146,34 psi
F : Allowable _
2-1.75xl l,8 i
Sparc - 13,670 ri
Applied Loads
Service loads entered, Load Factors wHi be applied for calculations,
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : C =1; 202 S 0,030 ksf. Extent = H
_.4> 6,0 ft, Tribuiark Width h
10 3, (T Pout T, b)
Point Load: + - 0,480 S = U70 k f H ft, (R2b)
Uniform Lraad : D - if 3?u, S w 0,030 ksf, Extent 60
-;w>> 13,670 ft, Tributary Width = 9.0 ft, l9R0of Trsbl
DESIGN SUMMARY
.
Maximum Bending Stress Matin =
1 Maximum
Shear Stress Ratio
- i 1
Section used for this span 2-1 .75xl
1.87
Section used for this span
2-1.75xll.87
fb : Actual _
2,414,34psi
fv : Actual
146,34 psi
F : Allowable _
4,490,72psi
v ; Allowable
_ 492 48 psi
Load Combination +l 20D+O,SL! +1,605+1,6
H
Load Combination
+1,20C ,o3t.+1,60S�1,60H
Location of maximum on span _
6.586ft
Location of maximum on span
- 12,722 it
Span # where rnaximurn occurs
Span # s
Sparc # where maximum occurs
- Spars # f
Maximum Deflection
Max Downward Transient Deflection
0,234 in Ratio
Max Upward Transient Deflection
0.000 in Ratio =
Cl <366
Max Downward Total Deflection
0.403 in Ratio
Max Upward Total Deflection
0,000 in Ratio =
S <160
Title Block Line I Project Title:
You can change this area Engineer: Project 0:
using the 'Settings' menu item Project Descr
and then using the 'Printing &
Title Block* selection.
On,Med: 2`3 NOV','+',05, 4 03KA
Wood Beam File = eAl
CODE REFERENCES
..... . .... ..
& 139 in Ratio=
Span - 8 670 ft
O000 in Ratio= 0 <360
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
0,237 in Ratio=
Service loads entered. Load Factors will be applied for calculations.
Beano self weight calculated and added to loads
Load Combination Set: IBC 2012
Load for Span Number I
Material Properties
Uniform., Load : D z, H20, S = 0,030 ksf, Extent = 0,0
Analysis Method . Load Resistance Factor D
Fin - Tension
2600 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
2600 psi
Ebend-xx 1900 ksi
—>,,- &670 ft,
Fc - PrO
2510 psi
Eminbend - xx965,71 ksi
Wood Species iLevel Truss Joist
Fc - Pero
750 psi
Maximurn Bending Stress Ratio
Wood Grade Microl-am LVL 1,9 E
Fv
285 psi
Section used for this span
2-1.75x9.5
Ft
1555 psi
Density 42 pcf
Beam Bracing Beam is Fuily Braced against iateraWorsion bUckling
fv: Actual
177,60 psi
Maximum Deflection
Max Downward Transient Veffection
& 139 in Ratio=
Span - 8 670 ft
O000 in Ratio= 0 <360
Applied Loads
0,237 in Ratio=
Service loads entered. Load Factors will be applied for calculations.
Beano self weight calculated and added to loads
Load for Span Number I
Uniform., Load : D z, H20, S = 0,030 ksf, Extent = 0,0
3 50 ft, Tributary
"Aidth = 2,0 ft, �'2'Roqof Tribi
Point Load : D = 1210, S = 1.710 k (q) 3,50 ft, (R31
Uniform Load ? = 0,020, S = 0,030 ksf, Extent = 3,50
—>,,- &670 ft,
Tributari Width = 10,0 ft, 00Roof TO)
DESIGN SUMMARY
Maximurn Bending Stress Ratio
1
Maximum Shear Stress Ratio
Section used for this span
2-1.75x9.5
Section used for this span
2-1-75x9.5
fic : Actual
3,019.74psi
fv: Actual
177,60 psi
FB: Allowable
4,490,72psi
Rv ; AHowable
492,48 psi
Load Combination +1.2 0D4,0,50L+1,60S-1,60H
Load Combination
+1,20D+(),,50L+1 BOS+1,60H
Location of maximum on span
3,51Lift
Location of maximum on span
0 000 ft
Span # where maximum occurs
Span, 9 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Veffection
& 139 in Ratio=
Max Upward Transient Deflection
O000 in Ratio= 0 <360
Max Downward Total Deflection
0,237 in Ratio=
Max Upward Total Deflection
0,0010 in Ratio= 0 <180
Title Block Line 1
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Title Block Line 6
Wood Beam
Description : 2dr8,9
CODE REFERENCES
Calculations per NDS 2012, 8C 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Project Title:
Engineer: Project ID:
Project Descr:
Material Properties
Analysis Method: Load Resistance Factor D Fb - Tension
Load Combination 16C 2012 Fla - Compr
Fc - Pill
Wood Species fl-evel Truss Joist Fc - Perp
Wood Grade Microl-am LVL .1,5 E Fv
Ft
Beam Bracing Beam is Fully Braced against tateral-torsion buckling
Pnw-d,23NOV2015 409M,
2600 psi E: Modulus of Elasticity
2600 psi Ebend-xx 1900 ksi
2510 psi Erninbend - xx 965,71 ksi
750 psi
285 psi
1555 psi Density 42 pcf
two
V V
0004 S0,06
V V V V V
Maximum Deflection
Max *ownward Transient Deflection
Span - &0 ft
Ratio=
Max Upward Transient Deflection
Applied Loads
Ratio= 0 <360
Service loads entered. Load Factors
will be applied for caiculations,
Beam self weight calculated and added to loads
. ,
otal Deflection
0, 000 in
Ratio= 6 <18o
Load for Span Number I
Uniform Load: D = 0,020, S = 0,030 ksf, Extent = 0.0
6,0 ft, Tributary Width
= 2,0 ft, l2 Roof Trib)
Uniform Load: D- 0,020, S - 0.030 ksf, Extent = 6,0
&0 ft. Tribwm Width
- 5,0 ft, (F Roof Tribe
DESIGN SUMMARY
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio
Section used for this span
1.75x9.5
Section used for this span
1.75x9.5
fb : Actual
649,29psi
fv: Actual
62.16 psi
FB: Allowable
4,490,72 psi
Fv: Allowable
492,48 psi
Load Combination +'1,20D+H0L+1,60S+1,60H
Load Combination
+1,20D+C,,50L+l ,60S+1,60H
Location of maximum on span
4,350ft
Location of maximum on span
7,212 ft
Span # where maximum occurs
Span 4 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max *ownward Transient Deflection
0,028 in
Ratio=
Max Upward Transient Deflection
0,000 in
Ratio= 0 <360
Max Downward Total Defl-
. ,
otal Deflection
0, 000 in
Ratio= 6 <18o
Title Block Line I
You can change this area
using the 'Settings' menu item
and then using the 'Printing &
Title Block" selection,
Title Block Line 6
Wood Beam
No=
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : IBC 2012
Project Title:
Engineer:
Project Descr:
Prmwl 2� N40V N,,'9 4,06PV,
Analysis Method,
Load Resistance Factor D
Fb - Tension
2600 psi,
E: Modulus of Elasticity
0,080 in Ratio=
Load Combination iBC 2012
Fb - Compr
2600 psi
Ebend-xx
1900 ksi
Uniform Load: D = 0,020, S = 0,030 ksf, Tributary 16idth 4,0 it; ;4 Root Trib),
Fc - Phi
2510 psi
Erninbend - xx
965,71 ksi
Wood Species
iLevel Truss Joist
Fc - Perp
750 psi
Section used for this span
W ood Grade
MicroLarn LVL 1,9 E
Fv
285 psi
1,071,56psi
fv: Actual
85,14 psi
FB: Allowable
Ft
1555 psi
Density
42pef
Beam Bracing
Beam is Frifly Braced against late rat buckling
111 OD+O,50L+1,60S+'l,60H
Location of maximum on span W
4.000ft
Location of maximum on span
T212ft
Span # where maximum occurs
Span it I
Span # where maximum occurs
Span # I
!.75x9.5
Maximum Deflection
Max Downward Transient Deflection
0,047 in Ratio=
$pan= 8 oft
0,000 in Ratio= 0 <360
Applied Loads
0,080 in Ratio=
Service ioads entered. Load Factors
w0l be, applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0,020, S = 0,030 ksf, Tributary 16idth 4,0 it; ;4 Root Trib),
DESIGN SUMMARY
Maximum Bending Stress Ratio
I
Maximum Shear Stress Ratio
Section used for this span
1.76x9.5
Section used for this span
1.75x9.5
fib , Actual
1,071,56psi
fv: Actual
85,14 psi
FB: Allowable
4AK 72 psi
Fv : Allowable
492,48 psi
Load Combination +111.1D-01,5OL-1
BOS-0,60H
Load Combination
111 OD+O,50L+1,60S+'l,60H
Location of maximum on span W
4.000ft
Location of maximum on span
T212ft
Span # where maximum occurs
Span it I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,047 in Ratio=
Max Upward Transient Deflection
0,000 in Ratio= 0 <360
Max Downward Total Deflection
0,080 in Ratio=
Max Upward Total Deflection
0,000 in Ratio= 0 <180
Title Block Line i Project Title;
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using the Settings" menu items Project Bescr:
and then using the *Printi
Title Block Line 'I Project Title:
You can change this area Engineer: Project its:
using the 'Settings* menu iters Project Cescr°
and then using the "Printing
Title Block" selection.
CODE REFERENCES
Service loads entered, toad Factors will be applied for calculations.
Calculations per NDS 2012„ IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : 1E3C 2012
Uniform Load: C = 0,020: S = UK ksf, Tributart Width 5,0 f1; td Roof Trib)
aerial Plropelrtile,s
DESIGN SUMMARY,...,i,.; yt
Analysis Method: Allowable Stress Design Fb - Tension
350 psi
. Modulus of BlasiicitY
Load Combination f l C 2012 Fb - Compr
660 psi
Fbend- xx 1300 ksi
Fc - Pel
1300 psi
Fminbend - xx 470ksi
Wood Species Hem Fir Fc - Perp
405 psi
fv : Actual
Wood Grade : No.2 Fv
150 psi
1„173.Clpsi
Ft
525 psi
Density 26.83 pcf
Beam Bracing yearn is Fully Braced against lateral -torsion buckling
Load Combination
-------
1, 2 ft
Location of maximum on span
m e
BEE=
Span # where maximum occurs -
Speer # 1
2-rrxrr
- Spare # 1
Maximum deflection
Span = 3,250 ft
�ppfied Loads
Service loads entered, toad Factors will be applied for calculations.
Beare self weight calculated and added to loads
Uniform Load: C = 0,020: S = UK ksf, Tributart Width 5,0 f1; td Roof Trib)
DESIGN SUMMARY,...,i,.; yt
Maximum Be n"g Strew, Ratio =
1 Maximum Shear Stress Ratio
= 1
Section used for this spare
2-2x8
Section used for this spare
2-2x8
to : Actual
163.16psi
fv : Actual
_ 18.03 psi
FB : Allowable
1„173.Clpsi
Fir, Allowable
_ 172.66 psi
Load Combination
+0+S+H
Load Combination
Location of maximum on span w
1, 2 ft
Location of maximum on span
_ 2,657 ft
Span # where maximum occurs -
Speer # 1
Span # where maximum occurs
- Spare # 1
Maximum deflection
Max Downward Transient Deflection
0.003 in Ratio
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,005 in Ratio
Max Upward Total Deflection
0.000 in Ratio =
6 <180
Title Block Line 1
You can change this area
using the "Settings' menu item
and then using the 'Printing &
Title Block' selection,
Title Block Line 6
Wood Bearn
Project Title"
Engineer:
Project Descr:
aim
Description , Hdr14,15
0, 080 in Ratio=
Span - 7.50 4
CODE REFERENCES
Applied Loaft
0, 137 in Ratio = 511,,
'6
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Beam self weight calculated and added to loads
Load Combination Set: IBC 2012
Load for Span Number I
Material Properties
Analysis Method allowable Stress Design
Fb - Tension
850 psi
Load Combination iBC 2012
Fb-Cornpr
850 psi
Fc - Phi
1300 psi
Wood Species Hem Fir
Fc - Perp
405 psi
Strood Grade No,2
Fv
150 psi
Uniform Load: D = 6.320, S 0,030 ksf, Extern 6330
Ft
525 psi
Beam Bracing Beair, is FOy Braced against laterai-torsion buckling
DESIGN SUMMARY
E . Modulus of Oasticity
Ebend-xx 1300ksi
Erninbend - xx 470 ksi
Density 26,83pcf
�2xs
Maximum Deflection
Max Downward Transient Deflection
0, 080 in Ratio=
Span - 7.50 4
0,000 in Ratio= 0 <36G
Applied Loaft
0, 137 in Ratio = 511,,
'6
Service loads entered, Load Factors w0l be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number I
Uniform Load , D r 6.1120, S = 0,030 ksf, Extent OL
—>> 1,8' 30 ft, Tributary
Width = 5,0 ft, (5' Roof Trib)
Point Load: D = 0,190, S = 0260 k (a) 1330 fl, (R8)
Uniform Load : D = 0,020, S = 0,030 ksf, Extent = 1,830,->> 6,330 ft,
Tributary Width = 6,0 ft, d6 RooTub)
Point Load : D z, 0340, S = 0480 k rZi 0,0 ft, (R10)
Uniform Load: D = 6.320, S 0,030 ksf, Extern 6330
> 7,50 It,
Tributary Width 10 ft. 4'3 Roof Tdbi
DESIGN SUMMARY
Maximum Bending Stress Ratio
I
Maximum Shear Stress Ratio
Section used for this span
3-2x8
Section used for this span
3-2x8
fb: Actual
6S,3 psi
fv Actual
57.00 psi
FB: Allowable
1,1 73.1
Fv Allowable
172,50 psi
Load Combination
+D+S+H
Load Combination
+O+S+H
Location of maximum on span
3,394ft
Location of maximum on span
0,000 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0, 080 in Ratio=
Max Upward Transient Deflection
0,000 in Ratio= 0 <36G
Max Downward Total Deflection
0, 137 in Ratio = 511,,
'6
Max Upward Total Deflection
0,000 in Ratio= <i8o
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID:
using the 'Settings' menu item Project Desor
and then using the "Printing &
Title Stock' selection.
PmWd 23 NON LM 15 4 ! I PM
Description : Hdr16,17
CODE REFERENCES
.
1111111-11111 -I'll -11111 ....... . . . ....
Calculations per NDS 2012„ IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method:
Aflowable Stress Design
Fb - Tension
850 psi
E , Modulus of Elasticity
Load Combination IBC 2012
Fb - Cornpr
850 psi
Ebend-xx 1300 k
Fc - Pril
1300 psi,
Eminbend - xx 470ksi
Wood Species
Hem Fir
Fc - Perin
405 psi
Wood Grade
No,2
Fv
150 psi
2-2x8
Section used for this span
2-2xg
Ft
525 psi
Density 26,83 pot
Beam Bracing
Seam is Fuily Braced against laterai-torsion buckling
1,173,00psi
Fv: Allowable
172.50 psi
Load Combination
+D+S+H
Load Combination
+0+8+H
Location of maximum on span
MEMO
Location of maximum on span
2,657, ft
Span # where maximum occurs
Maximurn Deflection
Max Downward Transient Deflection 0,003 in Ratio=
Max Upward Transient Deflection 0,000 in Ratio= 0 <360
Max Downward Total Deflection 0.005 in Ratio —_ I
Max Upward Total Deflection 0,000 in Ratio= 0 <180
Span 3-250 ft
Applied -Lo4d's,
Service -loads entered, Load Factlors"w0l
be app8ied for lcu9airons.
Beam self weight calculated and added to loads
Uniform Load: D = 0.020, S = 0,030 kqf, Tributary Width =5.O ft, (5'Roof drib!
DESIGN SUMMA ' RY
Maximum Bending Stress Ratio
:1 Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2xg
fin - Actual
153,16psi
far , Actual
18.08 psi
FB - Allowable
1,173,00psi
Fv: Allowable
172.50 psi
Load Combination
+D+S+H
Load Combination
+0+8+H
Location of maximum on span
1,625ft
Location of maximum on span
2,657, ft
Span # where maximum occurs
Span #1
Span # where maximum occurs
Span # 1
Maximurn Deflection
Max Downward Transient Deflection 0,003 in Ratio=
Max Upward Transient Deflection 0,000 in Ratio= 0 <360
Max Downward Total Deflection 0.005 in Ratio —_ I
Max Upward Total Deflection 0,000 in Ratio= 0 <180
Title Block trine
You can change this area
using the 'Settings' menu item
and then using the "Printing S
Title Block" selection.
Title deck Line ra
Wood earl
Project Title:
Engineer:
Protect Descr:
Description: H& 161, r
E: Modulus of Elasticity
COD S'ECES
Sbend- xx 1300 ksi
Calculations per NDS 2012, IBC 2012, CBC 2013,.,ASCE 7-10
Eminbend - xx 470ksi
Load Combination Set s IAC 2012
fir : Actual
Material Properties
1,2 7 La 5 psi
Analysis Method: Allowable Stress Design
Fb - Tension
Load Combination 18C 2012
Fb - Gornpr
Location of maximum on spam -
Fc - Pr 11
Wood Species Hern Fir
Fc - Perp
Wood Grade No,2
Fv
Maximum Deflection
Ft
Beam Bracing Beam is FUHY Braced against lateral -torsion buckling
fvEFa w;a NOJ 2005 AI PM
SSfi psi
E: Modulus of Elasticity
850 psi
Sbend- xx 1300 ksi
1300 psi
Eminbend - xx 470ksi
405 psi
fir : Actual
150 psi
1,2 7 La 5 psi
525 psi
Density 26, 83 pct
t ♦ T V V
N'EESE=
3-2x,
Span -, s zso ft
Applied Loads
Beare self weight calculated and added to Dads
Unifor€vs Lo ad . D = 0,020, S :: 0,0 30 kst Trsbutary Width = 5,0 ft, ; d' Rr�,of Trib3
DESIGN SUMMARY
Service loads entered, Load Factors w€6l be applied for calculations,
Maximum Sending Stress Ratio _
1 Maxiirrsurn Shear Stress Ratio
Section used for this spars
-28
Section used for this span
fb : Actual _
177.51 psi
fir : Actual
FB: Allowable
1,2 7 La 5 psi
Fv : Allowable
Load Combination
+0 t L -t +FI
Load Combination
Location of maximum on spam -
1 S25ft
Location of maximum on spam
Span # where maximum occurs -
Span ft f
Span d where maximum occurs
Maximum Deflection
Max Downward Transient Reflection
0.005 in patio
Max Upward Transient Reflection
2,000 in Matin -
ty <360
Max Downward Total Deflection
0.008 in Ratio
Max Upward Total Deflection
0,000 in Ratio =
S <130
:1
3-2x6
18.12 psi
172.50 psi
+ID-sS+F
2,799 it
Sparc tt 1
Title Block Line I
Project Title:
Section used for this span
2-2x8
You can change this area
Engineer:
412.0 psi
Project ID;
using the 'Settings' menu item
Project Descr:
Fv: Allowable
Load Combination
and then using the "Printing &
Load Combination
Location of maximum on span
4165ft
Title Block* selection,
Span # where maximum occurs
Span # I
Span # where maximum occurs
Title Block Line 6
23, N('W Z11,5 4 ceptl
Wood Beam
File e:'TSQUAR-1�PIONEE-1\2DISJO-l',METZ-B-I"FE-1,Et6
0 000 in Ratio =
0 <360
ENERCALC, INC. 1983-2015, BWW�6,15,7,30, Ver',615130
0,092 in Ratio =
NOMMEMEMMUEZEMOM
0,000 in Ratio =
Description Hdr!8,19
CODEREFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method: AflowaNe Sti ess Des.gn
Fb - Tension
850 psi
E Modulus of Elasticity
Load Combination JSC 2012
Fb-Compr
850 psi
Ebend-xx 1300ksi
Fc - Pril
1300 psi
Erninbend - xx 470ksi
Wood Species Flern Fir
Fe - Perp,
405 psi
Wood Grade No2
Fv
150 psi
Ft
525 psi
Density 26.83pcf
Beam Bracing Beam is Fully Braced against iateral-torsion buckHng
2-2A
Span— 8 330 It
Applied Loads
Beam self weight calculated and added to ioads
Uniforr'n, Load: D = H20, S = 0,030 ksf, Tnibutary Width = 2,0 ft, (2'Roof Trib,l
DESIGN SUMMARY
Service loads entered. Load Factors will be applied for calcuiations,
Maximum Bending Stress Ratio
: 1 Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
fbi: Actual
412.0 psi
fv : Actual
FIB: Allowable
1.°t 73,00psi
Fv: Allowable
Load Combination
+D+S-H
Load Combination
Location of maximum on span
4165ft
Location of maximum on span
Span # where maximum occurs
Span # I
Span # where maximum occurs
Maximi urn Deflection
Max Downward Transient Deflection
0,053 in Ratio =
Max Upward Transient Deflection
0 000 in Ratio =
0 <360
Max Downward Total Deflection
0,092 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
Title Block tine t
You can change this area
using the "Settings" menu Item
and then using the "Printing
Title Block' selection,
Title Block tine 6
Wood Beam
Description ; Hdr1:8 1
Project Title:
Engineer:
Protect Descr.
Frio = e ivc
NEM
CODEREFERENCES
Span = 8.330 fa
Applied Loads
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Service toads entered. load Factors will
be appi'€ed for catculations,
Seam self weight calculated and added to loads
Load Combination Set : 113C 2012
tinifonvi, toad - D = UK S 0,030 csir Tributary
Width 20 fP, ,Q' Roof Tr b)
Material Properties
DESIGN SUMMARY
1
Analysis Method: A to wabie Stress Design
Fb - Tension
850 psi
E , Modulus of Elasticity
Section used for this space
Load Combination f C. 2012
Fb - Compr
850 psi
bend- xx
t 300 ksi
tv : Actual _
Fc - PHI
t;SCC psi
Fminbend - xx
470ksi
Wood Species : He,,,n Fir
Fc ^ Perp
405 psi
road Combination
+D-S+H
Wood Grade No.2
Fv
150 psi
T,. oli ft
Span # where maximum occurs -
Span 't
Ft
525 psi
lenity
ppf
Seam Bracing Seams is Fully Braced against lateral -torsion buckling
Max Downward Transient Deflection
0,081 in Ratio
n(n nAl gfra.§ .
Max Upward Transient Deflection
0,000 in Ratio -
fi <360
Max Downward Total Deflection
OI 141 in Ratio =
Em
Span = 8.330 fa
Applied Loads
Service toads entered. load Factors will
be appi'€ed for catculations,
Seam self weight calculated and added to loads
tinifonvi, toad - D = UK S 0,030 csir Tributary
Width 20 fP, ,Q' Roof Tr b)
DESIGN SUMMARY
1
Maximum Bending Stress Ratio
i Maximum
Shear Stress Ratio
Section used for this space
3«2x5
Section used for this spats
3-2x5
fb : Actual
479.93psi
tv : Actual _
23,52 psi
F Allowable _
1,270,75psi
Fv;Allowable
17151 psi
Load Combination
+D -S iii
road Combination
+D-S+H
Location of maximum can span
4165ft
Location of maximum on span _
T,. oli ft
Span # where maximum occurs -
Span 't
Span # where maximum occurs
Span # k
Maximum Deflection
Max Downward Transient Deflection
0,081 in Ratio
Max Upward Transient Deflection
0,000 in Ratio -
fi <360
Max Downward Total Deflection
OI 141 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 e180
'. .,. oo Vim.
f2co r -
i
Title Block Line 1 Project Title:
You can change this area Engineer; Project ID:
using the "Settings' menu item Project Descr:
and then using the 'Printing i
Title Bock* selection,
Title Block Line 6 Pnm-d T.. c31u atifr, 4PRI,
File �= �TSCU R-I\PiO a-1\ 1 O-tME€z_.B-�rr € n -1,a
Wood BeamENERCA C, WC, 13S,3.201 , E30d:6.15,7.30, Ver (515 7.30
Description : rdr7>;"s 21
Span - 2,250 ft
CODE REFERENCES
Service loads entered. Lead Factors wilt be applied for caiculations.
Bearer self weight calculated and added to loads
Calculations per NDS 2012, 13C 2412, CIC 2413, ASC
-14
iJniforrn Load, D = 0,020, S = 0,030 kit , dbutaru Width 5,217 tt, (6 -2' ° Roof i rib a
Load Combination Set : IBC 2412
DESIGN SUMMARY
Material Properties
Maximum Bending Stress Ratio _
1 l laxinnurn
Shear Stress Patio
Analysis Method: , Aika gable Stress Design
Fb - Tension
340 psi
P,` Modulus of Elasticin
Load Combination 16C 2012
Fb - Cornpr
354 psi
Ebend- xx 1300 ksi
4.60 psi
Fc - Pral
1344 psi
Eminbend - xx 474 ksi
Wood Species Hem Fir
Fc _ Perp
405 psi
Load Combination
Wood Crane 1 o.2
Fv
150 psi
Location of maximum on Span
- 1,65"1 It
Ft
525 psi
Density 26 S3pcf
Beam Bracing Beam ,=s Fi„ y Braced against taiterei-torsion
bUcklintg
A34LM 156,51
0.1100 in Ratio =
4 <360
br
r
4 444 in Ratio -
4 <360
2-2x8
Span - 2,250 ft
ppltw Clods
Service loads entered. Lead Factors wilt be applied for caiculations.
Bearer self weight calculated and added to loads
iJniforrn Load, D = 0,020, S = 0,030 kit , dbutaru Width 5,217 tt, (6 -2' ° Roof i rib a
DESIGN SUMMARY
Maximum Bending Stress Ratio _
1 l laxinnurn
Shear Stress Patio
Section used for this spare
2-2x6
Section used for this span
2-2x5
fb : Actuai _
76 54 psi
fv : Actual
4.60 psi
FB: Allowable
1,1 T3 00 psi
Fv : Allowable
_ 172,50 psi
Load Combination
+D -L; i4
Load Combination
+04-S -H
Location of maximum on Span -
t 123ft
Location of maximum on Span
- 1,65"1 It
Span # where maximum occurs w
Span # 1
Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.1100 in Ratio =
4 <360
Max Upward Transient Deflection
4 444 in Ratio -
4 <360
Max Downward Total Deflection
0.401 in Ratio
Max upward Total Deflection
0,000 in Ratio =
4 <130
Title Block Line I Project Title:
You can change this area Engineer:
using the "Settings" menu item Project Descr
and then using the *Printing &
Title Nook' selection,
Tike Block Line 6
Wood Beam Re = effl
Description : Gdr22,23
0,572 in
Service loads entered, Load Factors will be applied for caJcuiations.
CODE RUERENCES
0.000 in
Rafio= 0 <360
Calculations per NDS 2012, 113C 2012, CBC 2013, ASCE 7-10
Uniform Load D = 0,020, S = 0,x030 ksf, Tdbutar,F
Width = 4 0 ft, 4 Roof T ribs
Load Combination Set: IBC 2012
DESIGN SUMMARY
Ratio= 0 <180
Material Properties
Maximurn Bending Stress Ratio
Analysis Method: Load Resistance Factor D
Fb - Tension
2600 psi
Load Combination JBC 2012
Fb-Cornpr
2600 psi
1475x14
Fc - PHI
2510 psi
Wood Species li-evel Truss Joist
Fc - Perp
750 psi
Wood Grade Microl-arn LVL. 1,9 E
Fv
285 psi
Load Combination +1,2GD+0,50L+1,60S+1,60H
Ft
1555 psi
Beam Bracing Bearn is Fully Braced against iateral-torsion buckling
Location of maximum on span
D(0,08) S(0,121
V
Him=
9�
Pnru,d 213 NOV "?G', 1 4 29PM
E: Modulus of Elasticity
Ebend-xx 1900 ksi
Eminbend - xx 1965.71 ksi
Density 42 pof
Applied Loads
0,572 in
Service loads entered, Load Factors will be applied for caJcuiations.
Beam self weight calculated and added to loads
0.000 in
Rafio= 0 <360
Max Downward Total Deflection
Uniform Load D = 0,020, S = 0,x030 ksf, Tdbutar,F
Width = 4 0 ft, 4 Roof T ribs
Max Upward Total Deflection
DESIGN SUMMARY
Ratio= 0 <180
Maximurn Bending Stress Ratio
I
Maximum Shear Stress Ratio
Section used for this span
1.75x14
Section used for this span
1475x14
fb : Actual
3,112.74psi
N Actual
161,70 psi
FB: Allowable
4,397.55psi
Fv Allowable
492,48 psi
Load Combination +1,2GD+0,50L+1,60S+1,60H
Load Combination
+1 20D+0,5()L+1,60S+1,60H
Location of maximum on span
10 , VX1,11 ft
Location of maximum on span
0, 000 ft
Span # where maximum occurs
Span 4 1
Span # where maximum occurs
Spar, # I
Maximum Deflection
Max Downward Transient Deflection
0,572 in
Ratio=
Max Upward Transient Deflection
0.000 in
Rafio= 0 <360
Max Downward Total Deflection
0.987 in
Ratio=
Max Upward Total Deflection
0.000 in
Ratio= 0 <180
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID:
using the "Settings' menu item Project Descr:
and then using the 'Printing &
Titie Block* selection,
Title Block Line 6 Rnmaw 233 2015, 4 31PM
Re = e�',TSQUAR-1�P�ONEE-12015JO-IMETZ_B,-I�3MFE-I.EC6
Wood Beam ENERCLC, WC, 192015, Buik!415730, Ver,6,15,7,30
Description : Hdt24,25
Spee = 6 50 ft
CODE REFERENCES
Service loads entered, Load Factors will
be applied for caiculations.
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
4,0 ft, TribuxarV ft:Jth =
12.O ft, (12'Roof T'rib)
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E Modulus of Elasticity
Load Combination JBC 2012
Fb - Compr
8 50 psi
Ebend-xx 1300ksi
DESIGN SUMMARY
Fc - PrO
1300 psi
Eminbend - xx 470ksi
Wood Species Hem Fir
Fc - Pero
405 psi
Wood Grade 1 o,2
Fv
150 psi
3-2xl 2
fb : Actual
Ft
525 psi
Density 26,83pcf
Beam Bracing Bearri, is Fully Braced against lateral torsion buckling
977,50psi
Fv: Allowable
em
Spee = 6 50 ft
Applied Loads
Service loads entered, Load Factors will
be applied for caiculations.
Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load = 0,020, S 1= 0.030 ksf, Extent = 0.0
4,0 ft, TribuxarV ft:Jth =
12.O ft, (12'Roof T'rib)
Point Umd ' D = 0.870, S = '!Z k 1,Zz) 4,0 ft, (R22)
Uniform Load . D = OL020, S - 0,030 ksf, Extent 4 0
6.50 ft, T6butary Width
= 10 ft, (3'R(Vf Trib)
DESIGN SUMMARY
Maximum Bending Stress Ratio
I Maximum
Shear Stress Ratio
Section used for this span
362x112
Section used for this span
3-2xl 2
fb : Actual
678,18psi
fv : Actual
65-14 psi
FB: Allowable w
977,50psi
Fv: Allowable
172,50 psi
Load Combination
+D+S+H
Load Combination
+D+S+H
Location of maximum on span
3 85 ft
Location of maximum on span
5 575ft
Span # where maximum occurs
Span, # I
Span # where maximum occurs
Span # I
Maximurn Deflection
Max Downward Transient Deflection
0,032 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0.055 in Ratio =
Max Upward Total Deflection
0,00131 in Ratio =
0 <180
Title Slack tine I Project Title:
You can change this area Engineer:
using the "Settings" menu item Project Paescr
and they, using the "Pr intsng
Title Block' selectins.
Title Biock trine
Wood Beam
Description : Hd(24,25
Span = 6 5 ii
ADDS REFERENCES
Applied Loads
Calculations per NDS 2012„ IBC 2012, CBC 2013, ASCE 7-10
Beam seCf weight calculated and added to loads
Load Combination Set: IBS 2012
Load for Span Number 1
Material Properties
Analysis Method Load Resistance Factor L=
Fb a Tension
2630 psi
Load Combination JBC 2012
Fb - Compr
200 psi
FC .. Pril
251 psi
Wood Species : iLevei Truss ,lost
Fc a perp
750 psi
Wood Grade licroLai i LVL I . 9 E
Fv
285 psi
;
Ft
1555 psi
Beam Bracing Lai=ari is Fairy Braced against lateral -torsion buck in
: 1
prmv,l:<av� It ,
E: Modulus of Elasticity,
Ebend. x 1900 ksi
Eminbend - xx 965.71 ksi
Density 42 pcf
Span = 6 5 ii
Applied Loads
Service loads entered Lead Factors will be applied for calculations
Beam seCf weight calculated and added to loads
Load for Span Number 1
Uniform Load p - E 020, S -~n 0,030 first, Extent -
610 k 4,0 ft, ;tributary width =
12.0 ft, { t2` Roof Tric)
Y' o4it Load : 2k : 0 8M E =. 120 r (apt 4,0 ft, (R221
Uniform Load ` D = 0,020, S = Ls 030 list, Extei'rt
4.0 __>> 6,50 ft„ Tributary Width
= 3,0 ft, (3'Roof Trib)
DESIGN SUMMARYr
;
Maximum Bending Stress patio
: 1 Maximum
Shear Stress Ratio
: 1
Section Used for this span
2-1,9,E
Section used for this span
2-1.y
fb : Actual _
1, S2,72psi
fv : Actual
143,66 psi
FB: Allowable _
4,4961 72p i
Fv : Allowable
_ 492.43 psi
Load Combination +1 200 T,5(iiL+1l1SS+1.dt11"l
Load Combinations
,$:1,200-0,501-+1 10S+1,60H
Location of maximum on Span -
a 985ff
Location of maximum on span
- ;1.21' it
Span ft where maximum occurs -
Span # .I
Span # where maximum occurs
- ;Spam # 1
Maximum Deflection
Max Downward Transient Deflection
0,047 in patio
Max Upward Transient Deflection
0,000 in Natio =
C <360
Max Downward Total Deflection
0,080 in Ratio
Max Upward Total Deflection
0,000 in Ratio =
0 <180
ry
Z -x
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Title Block Line 1 Project Title:
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using the 'Settings' menu stern Project Descr:
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Title Block Line 6
Wood Beam Rie = eATl
Description : F010111 512
Spar, - 110 ft Span- 16 W ft
CODE ,REFERENCES
Applied Loads Service loads entered, Load Factors wiH be applied for catcWations.
Beam self weight calculated and added to loads
Cakaulations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load for Span Number I
Load Combination Set: IBC 2012
Uniform Load: D 0,0150, L 0,040l ksf, Extent = &O->> T250 It, Tributary Width = 3,170 ft, (T-2' Stair iris)
Material Properties
Point toad : D = 2,610, S =, 2350 k tq�, T250 ft, (R108)
Analysis Method: Load Resistance Factor D
Fb - Tension
2600 psi
Load Combination IBC 2012
Fb - Compr
2600 psi
Unifonm Load , D- H150, L = &040 ksf, Extent =- 2,50 -->> 15,50 ft, llnibutary Width = 3170 ft, (3'-2' Roor1r6b)
Fc - PrIl
2510psis
Wood Species itevel Truss Joist
Fc - Pero
750 psi
Wood Grade MicroLam In 1,9 E
Fv
285 psi
Ft
1555 psi
Beam Bracing Ream is Fully 03raced against iaterai-torsion buckfing
Ipm
edr 24 NOV 2015, 10 13AM
E 1,
for of Elasticity
Ebend-xx 19001isi
Enanbend - xx 965,71 ksi
Density 42 pcf
Q 0 04756 ,R&6A,)S(2,85)
2,1,75x%6 2-1,75x16
Spar, - 110 ft Span- 16 W ft
Applied Loads Service loads entered, Load Factors wiH be applied for catcWations.
Beam self weight calculated and added to loads
Load for Span Number I
Unitrm Load: D 0,01tau. L 0,040 ksf, Tributary Width = 3. 170 it, (Y-2' Floor Trib)
Uniform Load: D 0,0150, L 0,040l ksf, Extent = &O->> T250 It, Tributary Width = 3,170 ft, (T-2' Stair iris)
Point toad : D = 2,610, S =, 2350 k tq�, T250 ft, (R108)
UniformLoad: D=O,u�150ksf, Extent,=7250-->>II.Oft, TribtjtacyWidlh=B4Oft,(8'�,Vai�)
UniformLoad: D = 0,020, S = 0,030 ksf, Extent = 7,250 -->> 11,0 it, Tributary Width = l ft, (1Z Roof Trib,)
Load for Span Number 2
Unifonm Load , D- H150, L = &040 ksf, Extent =- 2,50 -->> 15,50 ft, llnibutary Width = 3170 ft, (3'-2' Roor1r6b)
UnlformLoad:Dz-0,01K L = 0,040ksf, Extent= 2,50-- 15-50, ft. Tributary' idth=10,Oft, (IO'Flog Tr:bI
Uniformi-ozid: D=0,0150kst Tfibutary Width r, 8.O ft, (8' Wall 'Trib�
UniforniLoad , D=0.020, S=O,O3Ok5,',Exterit=0,0-->>9,1,iOft, Tributary Width =12,0 ft, (12' Roof Tdb)
Point road D=0,870, S-120kla),9,50fir (R23)
Uniform Load: D = 0,020, S = 0,030 ksf, Extent =, 9,50--- 15., 50 t Tributary %ffidth = 3,0 ft, (3'Root Tnb)
DESIGN SUMMARY
Maximum Bending Stress Ratio I Maximum Shear Stress Ratio
Section used for this span 2-1,75x16 Section used for this span
2-1,75A6
fb : Actual 2,99720psi fv : Actuai
337, 10 psi
FB: Allowable 4,,3111.41 psi Fv, Allowable
492,48 psi
Load Combination -1,20D4).50iL+1,60S+1,60H, LL Corny Load Combination
LL Ccfrrb
Location of maximum on span I 1,00Off Location of maximum on span
11,00) ft
Span # where maximum occurs Span # I Span # where maximum occurs
Soap # 1,
Maximurn Defiection
Max Downward Transient Deflection 0,189 in Ratio =
Max Upward Transient Deflection -0.050 in Ratio =
Max Downward Total Deflection 0,406 in Ratio =
Max Upward Total Deflection -0,057 in Ratio =
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Title Block Line I
Project Title:
You can change this area
Engineer
Project. ID�
using tina'Seffings' menu item
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Title Block Line 6
--,Fteo 24.v 2015 1 1,) oAl,
Wood Beam
Re TSOt�.AR-I\P�ONEE-1�2015JO-IkMETZ,_B-l�3MFE-1 ECS
ENERCALC,
NC, 1902015, Suild:6,15.7,30. Ver,6155,30
Description: Fb1 13 114 115
CODE REFERENCES
Calculations per NDS 2012, l 2012, CBC 2013, ASCE 7-10
Load Combination Set : IBC 2012
Material Properties
Analysis Method: Load Resistance Factor D
Fb - Tension
2600 psi
E Modulus of Elasticity
Load Combination JBC 2012
Fb - Compr
2600 psi
Ebend-xx 1900 ksi
Fc - PrH
2510 psi
Erninbend - xx 965.71 ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Wood Grade MicroLonn LVL 1,9 E
Fv
285 psi
Ft
1555 psi
Density 42 pcf
Beam Bracing Gentry is Fully Braced against lateral -torsion buckling
D(OILSLO 15)
SLO 18
2-1,75x16 2-1.75x16
Span = 1&0 ft Span - 15.50 ft
Applied Loads Service toads entered. Load Factors will be applied for calcu8ations,
Beam self weight calculated and added to loads
Load for Span Number 1
Ul0orrn Loid D = 0,020, S = 0,030 ksf, Tributary Width = 3,50 ft, (3'-6' Low Roof Tr b(
Uniform, Load D = 0,0250, L = 0,060 ksf, Extent = H —> 13,670 ft, Tributary Width = 1,330 ft, (1'4' Balcony)
Point Load: D- 0,760, S = 1.040 k 11670 ft, (R2)
Point Load = 3,80, L = 3780, S m1,910 k 0, 13,670 ft, iR106)
Uniform Load: D = 0,0150 ksf, Extent = 13,670 ->> 15.0 ft, TributaRr Width = 8,0 ft, (8'Wall)
Uniform Load D,-- 0,020, S = 0.030 ksf, Extent =13,67O —> 15.0 ft, Tributary Width = 5,0 ft, (5' Roof Trio)
Load for Span Number 2
Uniform, Load: D = 0.020, S = 0,030 ksf, Tributary Width = 3.0 ft, (3' Lowe Roof Trib)
Uniform Load: D = 0,0150 ksf, Tributary Width m 8,0 ft, (8'WaH Trib)
Uniform Load : D = 0,020, S = 0.030 ksf, Extent M 0,0 -->> 4.750 ft, Tributary Width = 5,0 'it, (5` Roof Trib),
Point Load: D = 0190, S = O.260 k at 4,750 k (R8)
Point Load : D=0,450, Lr -1,190, S-O,30ktib 4,750fl,(R110)
Uniforml-oad- D-0,020, S. 0,030ksf, Exteeit=4,750-->>9.25GfL Tributary Width = 0.0 ft„ (6'Roof hbl
Point road : D-0.340, S-OA80kA9,25011, (RIO)
UniformLoad: D=0,020, S=0030ksf. Extent= 9.250 —> '15.50 ft, Tributary' idth = 10 f$, (TUpper Root)
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Wood Beam
Description : Fb 113 '114.115
DESIGN SUMMARY
Maxiirnurn Bending Stress Ratio
Section used for this span 2-1,15x'16
fb ., Actual 2,232,64psi
FB : Allowable 4,318.41 psi
Load Combination +1,20D,0,50L+1 60S+1,60H, LL Como
Location of maximum on span `y L 001"" ft
Span # where maximum occurs Span #
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Fmqt-d, 24NQVNI5, MWA
He = eATSQUAR-11,PlONEE-1015JO-I\
ENERCALC INC. IW3-2015, Buft,6,15,730, Writ, 15,730
MaAmum Shear Stress Ratio : 1
Section used for this span 2-1.75x16
fv Actual w 414.54 psi
Fv Allowable 492,48 psi
Load Combination --1,20D-,0,600+0,50S+1,60H, LL Comb
Location of maximum on span 13 i 4 ft
Span # where maximum occurs Span, # I
0,094 in Ratio=
-0,038 in Ratio=
0,200 in Ratio=
-0,012 in Ratio=
Title Block Line 1 Project Title:
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Pmftd, 24 140V NIS, 10,40AM
Im Rke=eJS
Description: Hdrl 16,1117
Calculations per NDS 2012, 6C 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method: A#lowable Stress Design
Fb - Tendon
850 psi
S: Modulus of Elastic4
Load Combination JBC 2012
Fb - Compr
850 psi
Ebend-xx 1300ksi
Ratio= 5�
Fc - Pirli
1300 psi
Eminbend - xx 470ksi
Wood Species Hem Fir
Fc - Pero
405 psi
Uniforai Load . D = 0,020, S = O.030 ksf, Tributary Width 5 O ft, (FRoof Trib)
Wood Grade No,2
Fel
150 psi
Ft
525 psi
Density 26,83pof
Beam Bracing Beam is Fully Braced against lateraktorsion buckling
Section used for this span
OM
Maximum Deflection
Max Downward Transient Deflection
Span - 3,250 ft
Ratio=
Max Upward Transient Deflection
Applied Loads
Ratio= 0 <360
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Ratio= 5�
Max Upward Total Deflection
0,000 in
Uniforrn Load: D = 0,0150 ksf, Tributary Width = 5.5 ft,
(5' Wali?
Uniforai Load . D = 0,020, S = O.030 ksf, Tributary Width 5 O ft, (FRoof Trib)
DESIGN SUMMARY
Maximum Bending Stress Ratio
1 Maximum
Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2x8
fb : Actual
19837psi
N : Actual
23,42 psi
FB: Allowable
1,173,00psi
Fv: Allowable
172.50 psi
Load Combination
+D+ol+,H
Load Combination
+D+S+H
Location of maximum on span
1 ,625ft
Location of maximum on span
2,657 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,003 in
Ratio=
Max Upward Transient Deflection
0.000 in
Ratio= 0 <360
Max Downward Totat Deflection
0.007 in
Ratio= 5�
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Title Block Line I Project Title:
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and then using the 'Printing &
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Rnmw A WTV 2015 104OAM
Dam Re = eATS
Description : Hdrl 16, 11,7
Span � .1.250 ft
Ratio=
Max Upward Transient Deflection
COD EIREIFIEFIENICE'
'S
Rabo= 0 <360
Service toads entered, Load Factors will
be applied for calculations,
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Max Upward Total Deflection
O,BLIO in
Ratio= 0 <180
Load Combination Set: IBC 2012
=5.Oft, (5'S/aH\,
Material Properties
DESIGN SUMMARY
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination JBC 2012
Fb - Compr
850 psi
Ebend-xx 1300ksi
Section used for this span
Fc - Prit
1300 psi
Eminbend - xx 470ksi
Wood Species Hem Fir
Fc - Pero
405 psi
1,270,75psi
Wood Grade No.2
Fv
150 psi
+D,+.S+H,
Load Combination
Ft
525 psi
Density 26,83pcf
Beam Bracing Beam is Fully Braced against iateral-torsion buckling
2.799 It
Span # where maximum occurs
V----------------
3-24
Maximun-t Deflection
Max Downward Transient Deflection
Span � .1.250 ft
Ratio=
Max Upward Transient Deflection
Applied Loads
Rabo= 0 <360
Service toads entered, Load Factors will
be applied for calculations,
Bearn self weight calculated and added to loads
Max Upward Total Deflection
O,BLIO in
Ratio= 0 <180
Uniforrnt.oad, D=0,015Oksf, TributaryWidth
=5.Oft, (5'S/aH\,
Uniform Load : D=0,020, S=0.030kSf, Tributary Width = 5, it it, (5Roof Trio)
DESIGN SUMMARY
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb : ,actual
230.18psi
IV: Actual
23,46 psi
FB : Allowable
1,270,75psi
Fv : Allowable
172.50 psi
Load Combination
+D,+.S+H,
Load Combination
+D+S+H
Location of maximum on span
1,625ft
Location of maximum on span
2.799 It
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximun-t Deflection
Max Downward Transient Deflection
0,005 in
Ratio=
Max Upward Transient Deflection
0,000 in
Rabo= 0 <360
Max Downward Total Deflection
0,010 in
Ratio=
Max Upward Total Deflection
O,BLIO in
Ratio= 0 <180
Title Block Line I Project Title:
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,,d N NON X1 5, %1:41*1
Wood Beam
0,011 in Ratio=
File = e��TSQUAR-IkP9ONEE-1,201510-1%*TZ_B-113090FE-1,
0,000 in Rafio= 0 <360
Applied Loads
0,016 in Ratio=
ENERCALC, INC, 1983-2015, SuRde,15.7,30, Ver 5,15
Beam self weight calcuiated and added to loads
Uniform, Load: D -- OL0250, L = 0,060 ksf, Tributary
Description: Hdr I 18 11, 9
DESIGN SUAWRY
IC10,0E REIFERENCE111S,
4,
Maximum Bending Stress Ratio =
I Maximum Shear Stress Ratio
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
2-2x8
Section used for this span
2-2x8
fb - Actual
Load Combination Set - IBC 2012
fv: Actual
54,73 psi
FB: Allowable
1,0200prsi
Material Properties
150,00 psi
Load Combination
+04,L+H
Load Combination
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
2,657 ft
Load Combination fC 2012
Fb - Connor
850 psi
Ebend-xx
1300ksi
Fc - PrIt
1300 psi
Eminbend - xx
470ksi
Wood Species Hem Fir
Fc - Pero
405 psi
Wood Grade No,2
Fv
150 psi
Ft
525 psi
Density
26.83pc1
Beam Bracing Bearn is Fully Braced against laterai-torsion buckling
kO 225 St
mom=
Im
Maximum Deflection
Max Downward Transient Deflection
0,011 in Ratio=
Max Upward Transient Deflection
0,000 in Rafio= 0 <360
Applied Loads
0,016 in Ratio=
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calcuiated and added to loads
Uniform, Load: D -- OL0250, L = 0,060 ksf, Tributary
Width z, 9 0 IT, (9'8aicony)
DESIGN SUAWRY
4,
Maximum Bending Stress Ratio =
I Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2x8
fb - Actual
463.63psi
fv: Actual
54,73 psi
FB: Allowable
1,0200prsi
Fv, Allowable_
150,00 psi
Load Combination
+04,L+H
Load Combination
+D+L+H
Location of maximum on span
1.5 5ft
Location of maximum on span
2,657 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,011 in Ratio=
Max Upward Transient Deflection
0,000 in Rafio= 0 <360
Max Downward Total Deflection
0,016 in Ratio=
Max Upward Total Deflection
0,000 in Ratio= 0 <180
Title Block Line I
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Title Block Line 6
Wood Beam
Description : HdrIlS 119
I CODE,
Calculations per NDS 2012, IBC 2012, C 2013, ASCE 7-10
Load Combination Set: IBC 2012
Project Tifle:
Engineer:
Project Descr:
Analysis Method: Ailowalcie Stress Design
Fb - Tension
Load Combination IBC 2012
Fb - Compr
1300 psi
Fc - PrIt
Wood Species Heat Fir
Fc - Perp
Wood Grade No,2
Fv
525 psi
Ft
Beam Bracing Beam is Fully Braced against lateral-tor'sion buckling
Rmted 24 NOV 201,15, 10, CAI,
850 psi
E: Modulus of Elasticity
850 psi
Ebend-xx 1300 kSi
1300 psi
Erninbend - xx 470ksi
405 psi
will be applied for calculations,
150 psi
Max Upward Total Deflection
525 psi
Density 26,83pcf
EM
Maximurn Deflection
Max Downward Transient Deflection
Span = 3,250 ft
Ratio=
Max Upward Transient Deflection
'Apip�l O LO-adsll I
Ratio= 0 <360
Service loads entered. Load Factors
will be applied for calculations,
Beam self weight calculated and added to loads
Max Upward Total Deflection
0.000 in
Ratio= 0 <180
Uniform Load: D = 0,02500, L = H60 ksf, Tributary,
Width 9JO ft, fl)'Balcony)
DESIGN SUMMARY
Maximum Banding Stress Ratio
1 Maximum
Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb : Actual
537.46psi
fv: Actual
54,77 psi
FB : Allowable
1,05,00 psi
Fv: Allowable
150,00 psi
Load Combination
+D+L-+4-i
Load Combination
+D+L+H
Location of maximum on span
x.625 ft
Location of maximurn on span
2,799 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1
Maximurn Deflection
Max Downward Transient Deflection
0,017 in
Ratio=
Max Upward Transient Deflection
0,000 in
Ratio= 0 <360
Max Downward Total Deflection
0,024 in
Ratio=
Max Upward Total Deflection
0.000 in
Ratio= 0 <180
Title Block Line 1 Project Title
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File =
Description : Fb122123
CODS SEN 111 1 -,,1 11
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Pmnpa, 24NOV205. r0:45XW
Analysis Method
. Load Resistance Factor D
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination JBC 2012
Fb - Compr
2600 psi
Ebend-xx 19OOksi
Beam self weight calculated and added to loads
-0,003 in
Fc - Phi
2510 psi
Eminbend - xx 965,71 ksi
Wood Species
iLevel Truss Joist
Fc - Pero
750 psi
Uniform Load D = H150, L = 0,040 ksf, Tributary Width =1,0 ft, O' Floor Tdb)
Wood Grade
MicroLam LVL 1,9 E
Fv
285 psi
Uniform, Load: D -13.325 S = 0,030 ksf, Tributary Width = 2,0 ft, t2' tipper' Roof)
Ft
1555 psi
Density 42l f
Beam Bracing
Beam is Fully Braced against lateral -torsion buckling
Uniform Load i D = 0,01% L = 0,040 ksf, Tributary Width = 1.0 ft, (I'Moor Trib)
Uniform load D=0,015Oksf, Tributarl, Width= 3.3 ft, (8'Watl)
T
PointLoad: D=4,190, L=17K S=2,50y(asO750ft,(R1O7)
ME
2 1 MIS
0,002 in
24 TU16
Span 12.830 ft
-0.002 in
Span - 0,750 ft
Sad
Service loads entered. Load
Factors will be apphed for ca iculations,
Beam self weight calculated and added to loads
-0,003 in
Rafio=
Load for Span Number I
Uniform Load D = 0,0250, L 0,060 ksf, Tributary Width =1,L ft, (I'Balcony"
Uniform Load D = H150, L = 0,040 ksf, Tributary Width =1,0 ft, O' Floor Tdb)
Uniform, Load: D = (1.0150 ksf, Tributary Width = 8,0 ft, (8'WaH)
Uniform, Load: D -13.325 S = 0,030 ksf, Tributary Width = 2,0 ft, t2' tipper' Roof)
Load for Span Number 2
Uniform Load: D == 0,025(1, L =10.360 ksf, Tributary Width = 1,0 ft, i,1' Saicony)
Uniform Load i D = 0,01% L = 0,040 ksf, Tributary Width = 1.0 ft, (I'Moor Trib)
Uniform load D=0,015Oksf, Tributarl, Width= 3.3 ft, (8'Watl)
Uniform Load : D=0,020, S=0,030ksf, Tributary Width = 2.0 ft, (2' Upper Roof)
PointLoad: D=4,190, L=17K S=2,50y(asO750ft,(R1O7)
DESIGNSUMMARY
00
Maximum Bending Stress Ratio I Maximum Shear Stress Ratio
Section used for this span 2-1.75xI6
Section used for this span
2-1.75xI6
fb : Actual 753,02 psi
fv : Actual
239.19 psi
FB : Allowable 4,318.41 psi
Fv: Allowable
492,48 psi
Load Combination +1,20D+1,60L,+4I 5OS-1,60H
Load Combination
+1 .2IOD+1,60L+0,50S+I,6OH
Location of maximum on span IZ83011
Location of maximum on span
12,830 ft
Span # where maximum occurs Span 4 1
Span # where maximum occurs
Span # 1,
Maximum Deflection
Max Downward Transient Deflection
0,002 in
Ratio=
Max Upward Transient Deflection
-0.002 in
Ratio=
Max Downward Total Deflection
0,039 in
Ratio=
Max Upward Total Deflection
-0,003 in
Rafio=
Title Block Line 1 Project Title:
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using the "Settings" menu item Project Descr
and then using the 'Printing &
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food Beam Ffe = eAl
Description Hdrl 24,125
CODE REFERENCES
Calculations per NDS 2012, OC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
MIR=
Analysis Method . AllowaWe Stress Design
Fb - Tension
Load Combination JBC 2012
Fb-Compr
1,300 psi
Fc - Pdl
Wood Species Hem Fir
Fc - Perp
Wood Grade No.2
Fv
525 psi
Ft
Beam Bracing Beam is Filly Braced against iaterai-torsion
buckling
2,2X8
F'Qnted 24 NOV N', 5 10 480AM
850 psi
E: Modulus of Elasticity
850 psi
Ebend-xx 1300ksi
1,300 psi
Eminbend - xx 470ksi
405 psi
Beam self weight calculated and added to loads
150 psi
Max Upward Total Deflection
525 psi
Density 26,83pcf
Maximum Deflection
Max Downward Transient Deflection
$pan - 1,750 ft
Ratio= 0 <360
Applied LoadsService
0,000 in
toads entered. Load Factors
will be applied for calculations.
Beam self weight calculated and added to loads
Rafio=
Max Upward Total Deflection
0, 000 in
Uniform Load: D 0,0150, L = 0,040 ksf, TributaryAidth,
= 10,0 ft, (10' Floor Tdb)
Linifiorm Load " D 0,0150 ksf, Tributary Width
= &0 it, (8'Walli
Uniforan Load: D &020, S = 0,030 ksf, Tributary Width, = 1 Z ft, f 7 Upper Upper Rooli
Point Load, I D = 1140, L = 0,420, S 0240 k
(a), 0250 ft, (R122)
DESIGN SUMMARY
1, 11011
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2x8
fb : Actual
26111 psi
fv Actual
32.68 psi
FB: Allowable
1,020,00psi
Fv Allowable
150,00 psi
Load Combination
+[,',,+L4 -H
Load Combination
+0,+L+1
Location of maximum on span
H32ft
Location of maximum on span
1,150 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
= Span # I
Maximum Deflection
Max Downward Transient Deflection
0,000 in
Ratio= 0 <360
Max Upward Transient Deflection
0,000 in
Rafio= 0 <360
Max Downward Total Deflection
0,003 in
Rafio=
Max Upward Total Deflection
0, 000 in
Ratio= 0 <180
Title Block Line I
Project Title',
Applied Loads
You can change this area
Engineer:
be applied for calculations.
Protect ID:
using the 'Seffings" menu item
Protect Descr
Uniform Load: D = 0,0150, L -- 0,040 ksf, Tributary
and then using the 'Printing &
Unform Load D=0,0150ksf, Tributary Width =8.Oft, (S 'Wali)
Title Block' selection,
uniform road : D=0020, S=0.030ksf, Tributary Width= 1ZO ft,,'12Upper Upper Roofi
Title Block Line 6
50 ft, (Rl 22)
P6mamd 24 NOV 201.1, 1049AMI,
lWood Beam
Re e:�TSQLM-1�PIONEE-1i2015JO-IkMET-76-113WE-1,EC6
Maximum Bending Stress Ratio
I Maximum
ENERCALC, No, 19a2015, W46,15,730, Ver:6,15130
a.sR
Section used for this span
3-2x6
i
Description Hdr124 1,25
fb : Actual
302.69psi
fv Actual
CODE REFERENCES
FB: Allowable r
1, 105,00psi
Fv Allowable
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination
+D+L+H
Load Combination
Load Combination Set -. IBC 2012
Location of maximum on span
0,632ft
Location of maximum on span
Material Properties
Span # where maximum occurs
Span, # I
Span # where maximum occurs
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
850 psi
Ebend-xx 1300ksi
Fc - Prll
1300 psi
Eminbend - xx 470 ksi
Wood Species Her Fir
Fc - Perp
405 psi
Wood Grade No,2
Fv
150 psi
0 <180
Ft
525 psi
Density 26,83 pof
Beam Bracing Beam is Fully Braced against laterai-torsion buckling
D(I 14TL(042TS(0,Z4Y
04
Im
spam 1750 ft
Applied Loads
Service loads entered, Load Factors will
be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0,0150, L -- 0,040 ksf, Tributary
Width 10,0 fl, (10' Floor Trig)
Unform Load D=0,0150ksf, Tributary Width =8.Oft, (S 'Wali)
uniform road : D=0020, S=0.030ksf, Tributary Width= 1ZO ft,,'12Upper Upper Roofi
Point Load : D = 1, 140, L z 0420, S 0,240 k s
50 ft, (Rl 22)
DESIGN SUMMARY
Maximum Bending Stress Ratio
I Maximum
Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb : Actual
302.69psi
fv Actual
36,87 psi
FB: Allowable r
1, 105,00psi
Fv Allowable
1%00 psi
Load Combination
+D+L+H
Load Combination
+D+L+H
Location of maximum on span
0,632ft
Location of maximum on span
1297ft
Span # where maximum occurs
Span, # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,001 in Ratio =
Max Upward Transient Deflection
0 000 in Ratio =
0 <360
Max Downward Total Deflection
0,004 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 <180
vN
0 0
oc
a gr
Title Block Line I Project Title:
You can change this area Engineer: Project lD
using the'Settings" menu item Protect Descr
and then using the'Printing &
Title Block' selection,
File = e:rT
Description: Hdr130 131
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: MC 2012
Material Properties
Pfm*� 24NOV2015, �4,��
Analysis Method:
Allowable Stress Design
Fb - Tension
850 psi
E:,Vodulus of Elasticity
Load Combination IBC. 2012
Fb - Compr
850 psi
Eisend-xx 13GOksi
1,07525psi
Fv: Allowable
Fc - PrIl
1300 psi
Erninbend - xx 470ksi
Wood Species
Hern Fir
Fc - Perp
405 psi
Span #f 1
Wood Grade
No -2
Fv
150 psi
Max Downward Transient Deflection
0.027 in Ratio =
Ft
525 psi
Density 26,83pcf
Beam Bracing
Beam is FLIHY Braced against lateral -torsion buckling
Max Upward Total Deflection
Span - 6 250 ft
W, Loads Service loads entered. Load Factnnq will hp. Anrnip.ri fnr
Beam self weight calculated and added to loads
Uniforml-oad; D=0,0150, L=0.04Oksf, Tributary Width = 1.330k (1'4'Ficor Trib)
Unifor nLoad : D=0,0150ksf, TdbutarvA,'idth=8-Oft, (8'Wail''
DICNIn Load: D=0,020, S-0.030ksf, Tributary Width= 5 Oft, (SUpper Roof)
PoinAboad: Dr,3,180 L=3,430, S=1,580kidi6,0ft, (RI12)
DESIGN, SUMMARY
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio
Section used for this span
2-2xI0
Section used for this span
fb , Actual
814,86p i
fv : Actual
FB: Allowable
1,07525psi
Fv: Allowable
Load Combination
+D-+0,750L+-0,75OS+l-I
Load Combination
Location of maximum on span
3,832ft
Location of maximum on span
Span # where maximum occurs
Span #f 1
Span # where maximum occurs
Maxiro= Deflection
Max Downward Transient Deflection
0.027 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,082 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
,ql
.... . . ...
2-2xI0
65,97 psi
172,50 psi
+D+0,750L+0,750S+,H
H00 ft
Span # I
Title Block Line 1 Project Title:
You can change this area Engineer: Project itd:
using the 'Settings" menu item Prof ecl Descr:
and then using the *Printing &
Title Block' selection,
P.mied 24"d 2015 .2241^M
3od Beam File ,: evr,
Description : Haid 30,13
Span - 6 2110,ft
Ratio=
Max Upward Transient Deflection
CODE RFFERENCES
.IBC
Ratio= 0 <360
Service toads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Calculations per NDS 2012, 2012, CBC 2013, ASCE 7-10
Max Upward Total Deflection
Uniform Load: D = 0.01 50, L = 0,040 ksf,
Tributary Width 1,330 ft, (1'-4' Floort'rib),
Load Combination Set : IBC 2012
UnlformLoad: D=0,0150ksfl, Tributary Width= 8LO ft, (8' Wail)
Material Properties
Unihxrnl-oad� D=0,020, S=0,030kst,
Tributary Width = 5L ft, (5' Upper Roof)
Analysis Method: Ailowaole Stress Design
Fb - Tension
850 psi
E Modulus of Elasticity
Load Combination JBC 2012
Fb-Compr
850 psi
Ebend-xx 1300ksi
Maximum Bending Stress Ratio
Fc - Pril
1300 psi
Erninbend - xx 470ksi
Wood Species Hem Fir
Fc - Perp
405 psi
fb : Actual
Wood Grade No.2
Fv
150 psi
FB: Aflowable
1,173,00psi
Ft
525 psi
Density 26.83pcf
Beam Bracing Beam is Fully Braced against lateraMorsion buckling
Load Combination
-i-D-475OL40,750S+H
Im
Maximum Deflection
Max Downward Transient Deflection
Span - 6 2110,ft
Ratio=
Max Upward Transient Deflection
A tied Loads
Ratio= 0 <360
Service toads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Ratio=
Max Upward Total Deflection
Uniform Load: D = 0.01 50, L = 0,040 ksf,
Tributary Width 1,330 ft, (1'-4' Floort'rib),
UnlformLoad: D=0,0150ksfl, Tributary Width= 8LO ft, (8' Wail)
Unihxrnl-oad� D=0,020, S=0,030kst,
Tributary Width = 5L ft, (5' Upper Roof)
Pointroad : D=3,180, L=3,430, S=1580ki6,Oft, (R`112)
DESIGN SUMMARY
.. .. .......
Maximum Bending Stress Ratio
I MaXiMUM Shear Stress Ratio
Section used for this span
3-2x8
Section used for this span
3-2x8
fb : Actual
88&58psi
N, Actual
59,14 psi
FB: Aflowable
1,173,00psi
Fv : Allowable
172,50 psi
Load Combination
+D+0,75OL-fO.75OS+h'
Load Combination
-i-D-475OL40,750S+H
Location of maximum on span
3,832ft
Location of maximum on span
OLWI ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # 1,
Maximum Deflection
Max Downward Transient Deflection
0.037 in
Ratio=
Max Upward Transient Deflection
O,000 in
Ratio= 0 <360
Max Downward Total detection
0,114 in
Ratio=
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Title Block Line I
Project Title:
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
You can change this area
Engineer:
Max Downward Total Deflection
Project ID:
using the'Settings' menu itern
Project Descr
DESIGN SUMMARY
Ratio= 0 <180
and then using the "Printing &
Maximum Bending Stress Ratio
1
Title Block* selection.
Section used for this span
1.75x11,87
Title Block Line 6
1.76x11.87
to : Actual
P,,,,,mi 24 NOV 20114 2:25PM
'Wood Beam
85,16 psi
Rie e�\TSOUAR-I\PIONEE-1015JO-11METZ-8-1�3Wt-1,EC6
1,72720psi
Fv Allowable
ENERCALC,
WC.1 2385 Buftii.15,7.30, Vera,15,730
Load Combination
+1,20D-450L+1,60S-,1 ,600
mmlzvr����
5,000ft
Descdption Gdi,132 133
11. "° ft
Span # where maximum occurs
Span # 1,
CO ,DE REFERENCES
Span # I
Calculations per NDS 2012, 6C 2012, CIBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material Properties
Analysis Method . Load Resistance Factor D
Fb - Tension
1,000.0 psi
E: Modulus of Elasticity
Load Combination JBC 2012
Fb - CPoifmpr
11,000,0 psi
bend-x1,33000-Oksi
Fc- r
,000,0 psi
minbend - xx 1,0,Oksi
Wood Species
Fc - Pero
1,000,0 psi
Wood Grade
Fv
65.O psi
Ft
65.0 psi
Density 34,Opof
Beam Bracing Bearn is Fully Braced against lateral -torsion buckling
nM
tn Rin I
Applied Loads
0.086 in
Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
0, 000 in
Ratio= 0 <360
Max Downward Total Deflection
Uniform Load: D -- 0.020, S = 0,030 ksf, Tributa
Iffidth 4L fl, (4' Roof Trib)
Max Upward Total Deflection
DESIGN SUMMARY
Ratio= 0 <180
Maximum Bending Stress Ratio
1
Maximum Shear Stress Ratio
Section used for this span
1.75x11,87
Section used for this span
1.76x11.87
to : Actual
1, 71,81 psi
fv Actual
85,16 psi
FB: Allowable
1,72720psi
Fv Allowable
112,32 psi
Load Combination +1,20D4-0 500+1,60S+1,60H
Load Combination
+1,20D-450L+1,60S-,1 ,600
Location of maximum on span
5,000ft
Location of maximum on span
11. "° ft
Span # where maximum occurs
Span # 1,
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0.086 in
Ratio=
Max Upward Transient Deflection
0, 000 in
Ratio= 0 <360
Max Downward Total Deflection
0, 146 in
Ratio=
Max Upward Total Deflection
0.000 in
Ratio= 0 <180
Title Block Line I Project Title:
You can change this area Engineer, Project 01,
using the 'Settings" menu item Prolect 5cr:
and then using the 'Printing &
Title Block' selection,
24 NOVZ015, zRA
Dam Re = eftTf
Description : Hdr134 135
0,001 in
Span x 2 250 it
Max Upward Transient Deflection
CODE REFERENCES
Ratio= 0 <360
Service loads entered. Load Factors
will be applied for calculations,
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Load Combination Set'. IBC 2012
3,0111,(SRcof Trio)
PdmLoad: D=0420, S=0,60kld)0250ft,(R133t
Material Properties
DESIGN SUMMARY
Analysis Method: Allowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination JBC 2012
Fb - Compr
850 psi
Ebend-xx 1300ksi
2-2x8
Fc - PrIl
1300 psi
Eminbend - xx 470ksi
Wood Species Hem Fir
Fc - Para
405 psi
FB - Allowable
Wood Grade No,2
Fv
150 psi
Load Combination
+D+S-H
Ft
525 psi
Density 26.83pe�
Beam Bracing Beann is Fufly Braced against latera f -torsion buckfing
Location of maximum on span
1,651 ft
Maximum Deflection
Max Downward Transient teffection
0,001 in
Span x 2 250 it
Max Upward Transient Deflection
Applied Loads
Ratio= 0 <360
Service loads entered. Load Factors
will be applied for calculations,
Beam self weight calculated and added to leads
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Uniform Load : D =a,020,S � O.030 ksf, Tributary Width
3,0111,(SRcof Trio)
PdmLoad: D=0420, S=0,60kld)0250ft,(R133t
DESIGN SUMMARY
Z 41,
Maximum Bending Stress Ratio
I
Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2x8
fb .,actual
121,76psi
fv : Actual
13,40 psi
FB - Allowable
1,173,00psi
Fv: AliowaWe
172.50 psi
Load Combination
+D+S-H
Load Combination
+D+S+H
Location of maximum on span
0,386ft
Location of maximum on span
1,651 ft
Span # where maximum occurs
Spar, # 1
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient teffection
0,001 in
Ratio=
Max Upward Transient Deflection
O000 in
Ratio= 0 <360
Max Downward Total Deflection
0,002 in
Ratio=
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Title Block Line 1 Project Title.
You can change this area Engineer: Project ID:
using the 'Settings' menu item Project Descr:
and then using the "Printing &
Title Block' selection,
PonteC, 24 NOV 2015 217RA
I Re = eA
Description : Hd,134 135
0,002 in
Span =2250ft
Max Upward Transient Deftection
CODE REFERENCES
Ratio= 0 <360
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Calculations per NDS 2012, OC 2012, CBC 2013, ASCE 7-10
Max Upward Total Deflection
0,000 in
Uniform Load: D =13.;123, S = 0,030 ksf,, TribUlei`Y Width 3,0 ft, (T Roof Trib)
Load Combination Set: IBC 2012
Point Load: D = 0,420, S = 0,60 k (@ 0250 ft, (R133)
Material Properties
DESIGN SUMMARY
Analysis Method llowable Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
850 psi
Ebend-xx 1300ksi
3-2x6
Fc - Pril
1300 psi
Erninbend - xx 470ksi
Wood Species Hem Fir
Fc - Perp
405 psi
Fv: Allowable
Wood Grade N0,2
Fv
150 psi
Load Combination
+D+S,*H
Ft
525 psi
Density 26.83 pot
Beam Bracing Beam is FUHY Braced against lateral -torsion buckling
Span # where maximum occurs
Span # 1
D(0,42) S(0,61
Im
Maximum Deflection
Max Downward Transient Deflection
0,002 in
Span =2250ft
Max Upward Transient Deftection
it, Loads
Ratio= 0 <360
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Ratio=
Max Upward Total Deflection
0,000 in
Uniform Load: D =13.;123, S = 0,030 ksf,, TribUlei`Y Width 3,0 ft, (T Roof Trib)
Point Load: D = 0,420, S = 0,60 k (@ 0250 ft, (R133)
DESIGN SUMMARY
Maximum Bending Stress Ratio'
I
Maximum Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb : Actual
141,16psi
fu ; Actual
1318 psi
FB : Allowable
1 270,75psi
Fv: Allowable
172,50 psi
Load Combination
+D +,13 +H
Load Combination
+D+S,*H
Location of maximum on span
0,394ft
Location of maximum on span
1198ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
= Span # I
Maximum Deflection
Max Downward Transient Deflection
0,002 in
Ratio=
Max Upward Transient Deftection
0,000 in
Ratio= 0 <360
Max Downward Total Deflection
0,003 in
Ratio=
Max Upward Total Deflection
0,000 in
Ratio= 0 <180
Title Block Line 1 Project Title:
You can change this area Engineer: Project ID
using the 'Settings' menu item Project Desm
and then using the "Printing &
Title Block' selection,
od Beam R=e Z
Description: Hdf,134,135
CODE REFERENCES
Calculations per NDS 2012, iBC 2012, CBC 2013, ASCE 7-10
Load Combination Set : IBC 2012
Material Properties
Analysis Method: Aflowabiie Stress Design Fb - Tension
Load Combination JBC 2012 Fb - Compr
Fc - Pril
Wood Species Hem Fir Fc - Perp
Wood Grade 1o.2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
D(OA2) $00s)
Im
Rpm,Q 24 NOV 2015 2 217PM
850 psi E: Modulus of Easticity
850 psi Ebend-xx 1300ksi
1300 psi Eminbend - xx 470ksi
405 psi
150 psi
525 psi Density 26,83pcf
Span = 2 1,50 it
Appao Loads
Service, loads entered, Load Factors will be applied
for calculations,
Beam self weight calculated and added to loads
Unitoun, Load: D = &020- S = 0,030 ksf, Tributary Width 10 ft, i;3' Roof Trib)
PdntLoad : D=0,420, S=0,60k(aS0,250ft, (R133)
DESIGN SUMMARY
.... . . ...
....... . .. .
. . ..... .
Maximum Bending Stress Ratio
I Maximum
Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb: Actual
141,16psi
fv ; Actual
13,15 psi
FS: Allowable
1,270,75psi
Fv, Allowable
172,50 psi
Load Combination
+0+5-+.H
Load Combination
+D+S+H
Location of maximum on span
0,394ft
Location of maximum on span =
1.798 ft
Span # where maximum occurs
Span #11
Span is where maximum occurs
Span ft I
Maximum Deflection
Max Downward Transient Deflection
0,002 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,003 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
E! Pvc
AJ
. .... .....
Vito I , 61 kj
I Zzo
1 �04+00
�ko
1,0, P", C, 0 fz-
2 v 10
90,
'04
f3L�
w. ,At
lob
S "
I
Title Block Line 1 Project Trip:
You can change this area Engineer Project IB:
using the "Seting ' menu item Project Descr:
and then using the "Panting
Title Block' selection.
Pnowt#: 1,,n0 DEC 2915.: 9,55Pki
Vood Beam File- E,,Vl
CODE REFERENCES
Uniform Loam : D=0,0150, L = 0,040 ksf, Tributary
Calculations per NDS 2012,IBC 2012, CBC 2013, ASCE 7-1
Uniform Load: D _ 0,10150 kst, Tributary Width
"= 8 g ft, td' Wal! T ibl
Load Combination Set: ASCE -GIB
Uniform Load : 0=0,020, S = 0,036 ksf, Tributary Width = 5,Oft, (i Roof Trib
DESIGN SUMMARY ,
Material Properties
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Analysis Method Load Resistance Factor Ll
Fb - Tension
2,600.4 psi
E" Modulus of Elasticity _
Load Combination ASCE 7-05
Fb - Compr
2,600O O psi
Fbend- xx 1,90 1. ksi
Fv : Allowable
Fc _ Prll
2,510,0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Jost
Fc - Perp
731.0 psi
Span # where maximum occurs -
Wood Grade MicroLam LVL 1.4 E
Fv
286.0 psi
Ft
Beam Bracing e Beare is Fully Braced against lateral -torsion buckling
1,555,0 psi
Density 32,210 pcf
art oes
s ♦ � ti
c �z
y r
o »Tas� iso as
ti� r y y
r.; 75,9 5
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam Self weight calculated and added to loads
Uniform Loam : D=0,0150, L = 0,040 ksf, Tributary
W dth = 7,50 ft, (T-6' Floor Tun)
Uniform Load: D _ 0,10150 kst, Tributary Width
"= 8 g ft, td' Wal! T ibl
Uniform Load : 0=0,020, S = 0,036 ksf, Tributary Width = 5,Oft, (i Roof Trib
DESIGN SUMMARY ,
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
2A.75x9,5
section used for this span
fb ; Actual _
1,982.25psi
fv ; Actual
FB : Allowable
4,490,72psi
Fv : Allowable
Load Combination +1, 0D+1,6GL+0,50S+1,60H
Load Combination
Location of maximum on Span -
4.250ft
Location of maximum on span
Span # where maximum occurs -
Span # 1
Span # where maximum occurs
Maximum Deflection
Max Downward 'Transient Deflection
4.076 in Ratio
Max Upward "Transient Deflection
0.000 in Ratio =
4 <360
Max Downward Total Deflection
0,168 in Ratio
Max Upward "Total Deflection
a,C4C in Ratio =
4 <130
.1
2-1475x9,5
150,93 psi
492.48 psi
-4.1.20 +1:60L -450 +1,60H
Hooft
Span # 1
Title Block Line I Project Title:
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using the 'Settings' menu item Project Descr
and then using the "Printing &
Title Nook' selection,
Tiflp Rink I inp A ftmed- 10 DEC 2015 9,57PIM
im F
Description : Rb202,203
Span = 5 50 ft
CODE REFERENCES ... .. ......
Service loads entered. Load Factors wifl be applied for calculations,
. ..... .. .....
Beam self weight calculated and added to loads
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Uniform Load: D = 0.020, S = 9D30 ksf, TributarV Width = 3,0 ft, (TRoof Tdb)
Load Combination Set: ASCE 7-05
DESIGN SUMMARY
Material Properties
Maximum Bending Stress Ratio
1 Maximurn
Analysis Method: Aflowabie Stress Design
Fin - Tension
850,0 psi
E Modulus of Elasticity
Load Combination ASCE 7-05
Fb-Compr
850,0 psi
Ebend-xx 1,300,Oksi
fv ; Actual
Fc - Pril
1,300,0 psi
Eminbend - xx 470,Oksi
Wood Species Hem Fir
Fc - Perp
405,0 psi
+D+S
Wood Grade No,2
Fv
150,0 psi
2,750ft
Location of maximum on span
Ft
525,0 psi
Density 27,70pid
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
= Span # I
Maximum Deflection
Max Downward Transient Deflection
0,015 in Ratio =
Max Upward Transient Deflection
EM
Span = 5 50 ft
Applied Loads
Service loads entered. Load Factors wifl be applied for calculations,
. ..... .. .....
Beam self weight calculated and added to loads
Uniform Load: D = 0.020, S = 9D30 ksf, TributarV Width = 3,0 ft, (TRoof Tdb)
DESIGN SUMMARY
Maximum Bending Stress Ratio
1 Maximurn
Shear Stress Ratio
:1
Section used for this span
2-2x8
Section used for this span
2-2x8
fb, Actual
26620psi
fv ; Actual
22.84 psi
FB " Allowable
1,173,00psi
Fv: Allowable
172,50 psi
Load Combination
+D+S
Load Combination
+D+S
Location of maximum on span
2,750ft
Location of maximum on span
4,898 ft
Span # where maximum occurs
Span # 1
Span # where maximum occurs
= Span # I
Maximum Deflection
Max Downward Transient Deflection
0,015 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,026 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
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PrmWd: 10 DEC 20,:5, 9:..56RA
lood Beam
Fire EM
CODE REFERENCES
Calculations per NIBS 2012, IBC 2012, CBC 25013 ASCE 7-10
Load Combination Set, ASCE 7-05
Material ee
Analysis Method . Alloy abse Stress Design Pb - Tension 8501 0 psi E: Modulus of Elasticity
Load Combinations ASCE 7-05 Pb - Compr 850. 1 psi
Ebend- xx 1, 3 00,O ksi
Pc - Phi 1,300 B psi
Ernsnbend - xx 4`T0,0 kis
Wood Species ; Hem Fir Fc - Perp 405.9 psi
Wood Orae : No.2 Fv 1510.13 psi
Ft 525.0 psi
Density 2730pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
... _.`�. .32..__�...,........._._.M..._.
�-sca
Skp-+z, 3.:x250 ft
ppfte Lo a Service loads entered Load Factors
..,... .... .... ,. _. _... .. �,., e .,. .. . _.
will be applied for calculations,
..._ ... ..
Beam self weight calculated and added to loads
Uniform Load . D = 0.020, S = 0,030 ksf, Tributary Width - 3,0 ft, (3' Roof s nb1
Uniform Load: D = 0.0150, L = 0 040 k f, Tributary Width = TO tt= t7` Psoor Trsbi
Uniform Load: 0 = 0,0150 ksf, Tributary Width _ 5.0 ft, f5" Fall,
Uniform Load: C _ 10.020, S = 0.030 ksl, Tributary Width = 5.0 it, (5'Roof Tnb
Point Load C = 5.410, L 3.270, S - 1560 k for 0.250 ft, (203b)
DESIGN SUMMARY
1,..,. n },i ,<, ,; „ ,.,i WIN',
Maximum Bending Stress Ratio 1 Maximum Shear Stress Ratio
= 1
Section used for this spars -2x10 Section used for this span
-2x10
fb . Actual 526,54 psi far . Actual
54.25 psi
FB: Allowable 1,075,25pss Fv : Allowable
_ 172,50 psi
Load Combination +C+0,750L+0.750S Load Combination
+0750L .7 S
Location of maximum on spars 0.550€i Location of maximum on span
- 2.401 ft
Span # where maximum occurs - Span # 1 Span # where maximum occurs
- Span # 1
Maximum Deflection
Max Downward Transient Deflection 0.004 in patio =
Max Upward Transient Deflection 0.0010 in Ratio = 0 <360
Max Downward Total Deflection 0,010 in Ratio =
Max Upward Total Deflection 0.0001 in Ratio = 0 <150
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Pnmed' 10 DEC 2,015, D56W
aang He = E,\
Description Fb 03b,203c
CODE REFERENCES'
Calculations per AISC 360.10, IBC 2012, ASCE -10
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Load Resistance Factor Design _ Fy, Steel Yleid 50.0 ksi
Beam Bracing: Beam is pully Braced against lateraktorsional buck,ir g B: Modulus : 2g,0t 0.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-05
Span= '* 670 tk
Applied Loads
Service loads entered. Load Factors will be applied for calculations,
Beam self weight calculated and added to loading
Uniform Load ; C = &Q160, L > 0,041 ksf, Tributary Width 1.336 ft, (1t-4"
floor Tnb)
Point Load : D=9,50, L = 5A10, S = 7.18 1 k A 6.330 ff, (P114)
DESIGN SUMMARY
Maximum Bending Stress Ratio — 1 Maximum
Shear Stress Ratio
�
Section used for this spare
Section used for this span
Mu : Applied 0 k -ft
Vu ; Applied
0 k
Mn " Phi: Allowable 0 k -ft
Vn * Phi : Allowable
0 k
Load Combination
Load Combination
Location of maximum on spars Oft
Location of maximum can span
0 ft
Span # where maximum occurs 1
Span Is where maximum occurs
1
Maximum Deflection
Max Downward "Transient Deflection 0.004 in Ratio
Max Upward Transient Deflection 0.000 in Ratio =
0 <366
Max Downward "Total Deflection 0.013 in Ratio
Max Upward "total Deflection 0.000 in patio =
0 <166
Maximum ForcesStresses for toad Combinations
Load dornbination _ . , .. _ fax Stress Ratios.
Summary of Mom eiat Values
Suru ary 11 of S 11 hear Values
Segment Length Span # V max btu + max btu -
u ctax t rix PhiI*Mn x ...Cb
Rin VuMtaX Vnx Phi `Vnx
Overalla imam Deflections
............... ... ........ ....
...... ...... .,., .:..,...... , ... ,............, ... ...... ._ ....._.
Load Combination Span Max. '-" Deft Location in Sparc
Load Combination
..._ . ...._
Max. " " Dell Location in Span
1 0,0000 0,000
0,0000 0,000
Vertical Reactions Support notation . Far ieii is #1
Values in KIPS
Load Combination Support I Support
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Title Block Line 6
Rimed : 10 DEC 2015 9:56PM
Re EkTSQUAR-1iPiONEE-lM5JO-I%WZ-B-1�13WE-1 EC6
Wood Beam
ENERCALC, INC, 1902DI5, SL&6,15.7,30, VOr6A&-'7,30
Descripfion Hdr2O6,207
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 850 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05 Fb - Compr 850 psi
Ebend-xx 1300ksi
Fc - P01 1300 psi
Erninbend - xx 470ksi
Wood Species Hem Fir Fc - Perp 405 psi
Wood Grade No,2 Fv 150 psi
Ft 525 psi
Density 27,7 pcf
Beam Bracing Bearn is Fully Braced against lateral -torsion buckHrig
-.—
T V
i —4
Applied Loads Service !reads entered, Load
Factors will be applied for calculations.
Beam self weight calculated and added to loads
. ...... ...
Uniform Load: D = 0,020, S = 0L30 ksf, Tributary Width = 3,0 ft, P'Low Roof?
Uniform Load: D = 0.0150, L = 0,040 ksf, Tributary Width = 10 ft. (T Floor Trio)
Uniform Load D = 0.0150 ksf, Tributary Width = 8.O ft, f3" ail
Uniform Load D = 0,020, S = O.030 ksf, Tributary Width = 3,0 ft, i3 Upper Roof}
DESIGN SUMMARY
Maximum Bending Stress Ratio I Maximum Shear Stress Ratio
Section used for this span 3-2x:6 Section used for this span
3-2x6
its : Actual 257,38psi fv: Actual
28.81 psi
FB: Allowable 1,270.75psi Fv : Allowable
172,50 psi
Load Combination +D+V50L+0,750S Load Combination
+D+0,750L+0,7,30S
Location of maximum on span = 1-375ft Location of maximum on span
= 2,,V. ft
Span # where maximum occurs Span # I Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection 0,003 in Ratio =
Max Upward Transient Deflection 0,000 in Ratio = 0 <360
Max Downward Total Deflection 0,0()8 in Ratio =
Max Upward Total Deflection 0,000 in Ratio = 0 <180
Title Block Line I Project Title:
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prin*T ic
IMEM
CIOD''Ell R,fF,E1RE1NCfS1
Span . 8,0 ft
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Applied Loads
Load Combination Set: ASCE 7-05
Beam self weight calculated and added to loads
Material Properties
Uniform Load D = 0,01 5, L = 0.040 ksf,
Tributary Width = 3,330 ft, (3'A' Stair Thb)
Analysis Method: Alloy atne Stress Design Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05 Fb - Compr
850 psi
Ebend-xx 13OOksi
Fc - Pill
1300 psi
Eminbend - xx 470 ksi
Wood Species Hem Fir Fc - Pero
405 psi
Wood Grade No,2 Fv
150 psi
Section used for this span
Ft
525 psi
Density 271pof
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
52.29 psi
FB: Allowable
935,00p
Fv: Allowable
150,00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
V
Span . 8,0 ft
Applied Loads
Service loads entered, Load Factors will be applied for calculations,
Beam self weight calculated and added to loads
Uniform Load D = 0,01 5, L = 0.040 ksf,
Tributary Width = 3,330 ft, (3'A' Stair Thb)
Uniform Load D = 5,01 5, L = ONO ksf,
Tributary Width = 2,0 ft, 42' Landing)
DESIGN SUMMARY
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
2-2x10
Section used for this span
2-2x10
fb :,actual
669,80psi
fv : Actual
52.29 psi
FB: Allowable
935,00p
Fv: Allowable
150,00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
4,000ft
Location of maximum on span
7,241 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs
= Span # 1
Maximum Deflection
Max Downward Transient Deflection
0,077 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0.108 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
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a
Re m E1
Pirated; =a DEC 2015 9::56W
CODE REFERENCES
Span = 10B70 tt
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Service loads entered. Load Factors
wifl be applied for calculations.
Lewd Combination Set, ASCE 7-05
Material Properties
Point Load : D=0.340, L = 0,850 k ATO ff= R2tlg SIM)
Analysis Method: Lead Resistance Factor T
Fb - Tension
2600 psi
.° Modulus of Elasticity
Lewd Combination ASCE 7-05
Fb - Compr
2600 psi
Bbend- xx 19001 ksi
1 Maximum Shear Stress patio
Fc - pill
2510 psi
Brninbend . xx 965-71 ksi
Wood Species : iLe el Truss Moist
Fc - Perp
750 psi
669.80psi
Wood Grade : MicroLam LVL 1.9 l2
Fv
2015 psi
935,00psi
Fv : Allowable
Ft
1555 psi
Density 32.21 g f
Seam Bracing : Beam is Fully Braced against lateral -torsion buacicfing
Location of maximum on span
ENSUESON
Span = 10B70 tt
Applied Loads
Service loads entered. Load Factors
wifl be applied for calculations.
Beare self weight calculated and added to loads
Uniform Load . S = 0,01 0, L = H40 ksf, Tributary 'Width = d ft, (3'Floor i dbj
Point Load : D=0.340, L = 0,850 k ATO ff= R2tlg SIM)
DESIGN SUMMARY* ..�
Maximum Bending Stress Ratio
1 Maximum Shear Stress patio
= : 9
Section used for this spare
Section used for this span
Actual _
669.80psi
f : Actual
52.:29 psi
FB, Allowable _
935,00psi
Fv : Allowable
_ 150,00 psi
Load Combination
Load Combination
Location of maximum on span
tiff
Location of maximum on span
- 0 ft
Span # where maximum occurs -
1
Span # where maximum occurs
- I
Maximum Deflection
Max Downward Transient Deflection
0.077 in Ratio =
Max upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0.108 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
C <180
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Amita- IODEC 201i 9 -,%PM
Wood Beam File =
2-1,75x11.87
Space = 13.670 ft
Applied Loads
--11-111111111 1 1 — I'll 11 -1-1-1- ....... .... ..
Service loads entered, Load Factors will be applied for calculations.
EVER TALC, INC, 1902015, Suft6.i51.30, Vr,6.id
Uniform Load: D = 0,0150, L = 0,040 ksf, Tributary Adth 1.330 ft, (V-4' Firror Trib)
Description F02,213
Uniform Load : D = 0.0150, L = 0,040 ksf, Extent = 6,250,->> 13-670 ft, Tributary
Width = 3,330 ft, 13'4' Stair Trio)
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
pgg
Load Combination Set, ASCE 7-05
1 Maximum Shear Stress Ratio
Section used for this span
Material Properties
Section used for this span
fb , Actual
Analysis Method: Load Resistance Factor D
Pb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05
Fb-Compr
2600 psi
Ebend-xx 19OOksi
Fc - PrO
2510 psi
Eminbend - xx 965,71 ksi
Wood Species ii-evel Truss Joist
Fc - Perp
750 psi
Span # where maximum occurs
Wood Grade Microl-am LVL 1. E
Fv
285 psi
Maximum Deflection
Ft
Beam Bracing Bearn is Fully Braced against iateral-torsion buckling
1555 psi
Density 32,21 pct
2-1,75x11.87
Space = 13.670 ft
Applied Loads
--11-111111111 1 1 — I'll 11 -1-1-1- ....... .... ..
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load: D = 0,0150, L = 0,040 ksf, Tributary Adth 1.330 ft, (V-4' Firror Trib)
Uniform Load : D = 0.0150, L = 0,040 ksf, Extent = 6,250,->> 13-670 ft, Tributary
Width = 3,330 ft, 13'4' Stair Trio)
Point Load: D = 0,380, L = 0,930 k 0 6,250 k (R210)
DESIGN SUMMARY
pgg
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
Section used for this span
fb , Actual
669,80psi
N Actual
52,29 psi
FB: Allowable
935,00psi
Fv Allowable
1%00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
Elft
Span # where maximum occurs
I
Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection
0,077 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
O.108 in Ratio =
Max Upward Total Deflection
13.000 in Ratio =
0 <180
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p1hited: 1. DEC X)l5,, 9_56Kd
File = EAT
Description : Hdr214,215
CCE REFERENCES
Service loads entered. Load Factors
will be applied for calculations.
Calculations per IRDS 2012, IBC 2012, CBC 2013 ,SCE 7-10
Y
I i
Load Combination Set : ASCE -05
Uniform Load: D = 0.1020, S = 0.030 ksf,
Material rpefe
.._.__.
Analysis Method: Allowable Stress Design
Fb - Tension
350 psi
E: i1vto Tutus of Elasticity
Load Combination ASCE 7-05
Fb - Compr
330 psi
Sbend- xx 1300ksi
Maximum Sending Stress Ratio a
Fc - Prll
1300 psi
Eminbend - xx 470ksi
Wood Species : Terri Fir
Fc - Perp
405 psi
3-2T
Wood Grade f o.2
Fv
150 psi
_ 33,55 psi
: Allowable
Ft
525 psi
Density 277
Learn Bracing Seam is Pully Braced against lateral -torsion buckling
+D+03501 -4750S
Load Combination
Im
A11pplied Loads
11Beam
Service loads entered. Load Factors
will be applied for calculations.
self weight calculated and added to loads
Y
I i
Tributary Width - 3.13 ft, (3 Roor Trio)
Uniform Load: D = 0.1020, S = 0.030 ksf,
Tributary Width - 3,0 ft, (S Low Roof Trib(
.._.__.
t.2i..__....,_,-.._.._.,_......
NIMEM
tm
v t m
Im
A11pplied Loads
11Beam
Service loads entered. Load Factors
will be applied for calculations.
self weight calculated and added to loads
Uniform Load : D = O.01 50, L = 0,040 ksf,
Tributary Width - 3.13 ft, (3 Roor Trio)
Uniform Load: D = 0.1020, S = 0.030 ksf,
Tributary Width - 3,0 ft, (S Low Roof Trib(
Uniform Load: D = 0.0150 ksf, Tributary Width '= 8.0 ft, (3' y' a€l Thu)
Uniform Load: D = 0,020, S = 0.030 ksf,
Tributary width = 5,0 ft, (5' Upper boot tubi
DESIGN SUMMARY _
_. _ _
NOi,..,u, . w
Maximum Sending Stress Ratio a
1 Maximum
;Tear Stress Ratio
= : 1
Section used for this span
3-2xs
Section used for this span
3-2T
fb : Actual
299,88 psi
fv : Actual
_ 33,55 psi
: Allowable
1,20.75psi
Fv Allowable
_ 172.50 psi
Load Combination
+D+03501 -4750S
Load Combination
+040,7501.4750S
Location of maximum on Span
1.375tt
Location of maximum on span
- 2-V If
Span # where maximum occurs —
Span # 1
Span # where maximum occurs
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.004 in patio
Max Upward Transient Deflection
0,000 in Ratio =
0 <30
Max Downward Total Deflection
0.010 in Ratio
Max upward Total Deflection
0.000 in Ratio =
0 <180
Z 1 4-�
Sk JOB ILI G, A 1];
- I, 2 F= - t2,00 Qw.
712.
TOWw,
222
..—1 (3) 6
� 15 bkt) 55 14440
Aalt cpx=
Mwe; ci 0
(300
zoo, a 1) OjV
Ax A V, alt )
I & F.
-sp fo 3
11116. TV
P'l &I
A 03 ISIA-1
I
ILI
770
Z, 0
EV770
I
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File = EX
CODE REFERENCES
........ .. .... . ..
Calculations per NDS 2012, it 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-05
Material Prorterfies
Pmftd: 10 DEC 2015, 9.56PM
Analysis Method, Load Resistance Factor D
Fb - Tension
2600 psi
E: Modulus of Elastiloly
Load Combination ASCE 7-05
Fb-Cornpr
2600 psi
Ebead-xx 19OOksi
Width 5,0 ft, (5' Roof Trib)
Fc - Prii
25 10 psi
Enninbend - xx 965 .'71 ksi
Wood Species iLevei Truss Joist
Fc - Pero
750 psi
Maximum Bending Stress Ratio
Wood Grade MicroLarn LVL. 1,9 E
Fv
285 psi
Section used for this span
Ft
1555 psi
Density 32,21 pot
Beam Bracing Beam is Fully Braced against taterai-torsion buckling
33.56 psi
FB : Allowable
Applied Loads
Service loads entered, Load Factors will be applied for calculations,
Beam self weight calculated and added to loads
UniformLoad : D=0,020, S=0,0,30ksf, Tributary
Width 5,0 ft, (5' Roof Trib)
DES IGN SUMMARY
AA,
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
Section used for this span
flo : Actual
299.88psi
fv . Actual
33.56 psi
FB : Allowable
1,270,75psi
Fv: Allowable
17150 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
0 it
Span # where maximum occurs
1
Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection
0,004 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,010 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
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Pnnlad 1dDEC VS, 9 MAN
He = EAT
CODE REFERENCES
.
Calculations per AiSC 360-1 0, IBC 2012= ASCE -10
Load Combination Set: ASCE -05
Material Properties�
Analysis Method : Load Resistance Factor Design Fy : Meed Yield: 50,0 ksi ...
Seam Bracing : Beam Js Fully Braced against lateral -torsional buckling B: Modulus: 29,000,0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE T -?S
mom
Applied Loads �...... _..a.s�., ...
Service lends entered. Load Factors will be applied for calculations.
Beare self weight calculated and added to loading
r.._ _.
Uniforrti Load : D=0,0150, L = O,040 ksf. Tributary Width =1330 d, (1'-4' Floor
Trib)
Point toad : D=9,560, L=0,300. S = .490 k 3,50 ft (R1 '1)
DESIGNSUMMARY
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio M
« 1
Section used for this span
Section used for this span
Mu: Applied
0 k -ft
Vu « Applied
g k
Mn * Phi : Allowable
C k -ft
Vn Phi: Allowable
tf k
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
O it
Span # where maximum occurs
t
Span # where maximum occurs
t
Maximum reflection
Max Downward Transient Deflection
0,004 in Ratio
Max Upward Transient [deflection
0.000 in Ratio =
O <360
Max Downward Total Deflection
0,010 in Ratio
Max Upward Total reflection
0.000 in Ratio =
fl <180
Load Combination
Segment Length Span
x Mu + max Mu - Biu Max Mnx Phi* lMnx ..11
Cb Rm VuMax Vnx .. Phi`Vnx
Overall Maximum Deflections
... _. . ....m.. r, .
Load Combination Span Max, "-" Deft Location in Span Load Combination Max. "+' Clefs Location in Spats
t 0000 6.600 0,0 --OZ-0
Vertical Reactions ions Support notation: Far left is #9 Values in DIPS
Load ombin' asi-on Support B Support 2
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sm�
CODE REFERENCES
--1',- —11 -1 . ...... ...... -11.1-11-11- ......... .. .......
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set, ASCE 7-05
tel Properties
Analysis Method
Allowable Stress Design
Fb - Tension
Load Combination ASCE 7-05
Fb - Compr
Eminbend - xx 470ksi
405 psi
Fc - Prit
Wood Species
Hem Fir
Fc - Pero
Wood Grade
No.2
Pv
UnifonnLoad : D=0,0150ksf, Tributary Wdth=
9,0 ft, (9' Wall Tdb)
Ft
Beam Bracing
Beam is Fully Braced against lateral -torsion buckling
MO
MMMMOMMMIRMI12M
R
850 psi
E: Modulus of Elasticity
850 psi
Ebend-xx 1300ksi
1300 psi
Eminbend - xx 470ksi
405 psi
Beam self weight calculated and added to loads
150 psi
525 psi
Density 27,7pcf
spar,.. 1 750
It
Applied Loads .......
. .. .... .
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
UniformLoad : D=0,0150, L=0,040ksf, Tributary Width= 1.330 ft, (1'-4' Floor
Trib)
UnifonnLoad : D=0,0150ksf, Tributary Wdth=
9,0 ft, (9' Wall Tdb)
Uniform Load : D=0,0250, L=0,060ksf, TdbutaryWidth= ft, (9' Balcony)
Point Load : D=0,640, L=0,710, S=0.5l0k(@O250
ft, (RU113)
Point Load: D = 07% L = 1.040 k Op 0150 ft,
(RI)
DESIGN SUMMARY
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
Section used for this span
3-2w6
Section used for this span
3-24
fb : Actual
461 . 03 psi
fv: Actual
52,26 psi
FB,. Allowable
1,105,00psi
Fv : Allowable
150,00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
0,415ft
Location of maximum on span
1.287 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,003 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,006 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Title Block Line I Project Title:
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using the *Settings" menu itern Project Descr:
and then using the 'Printing &
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PrOM 16 DEC 2M, 9,66PL4
CODE REFERENCES
I'll . ..... .. ..... ..
Calculations per NDS 2012, 113C, 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-05
Material ProDerties
Analysis Method: Allow atAe Stress Design
Fb - Tension
850 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05
Fb-Cornpr
850 psi
Eben d-xx 1300ksi
Beam self weight calculated and added to loads
Fc - Phi
1300 psi
Erninbend - xx 470ksi
Wood Species Hem Fir
Fc - Pero
405 psi
Wood Grade No,2
Fv
150 psi
ill"I
Maximurn Bending Stress Ratio
Ft
525 psi
Density 27,7pcf
Beam Bracing Beard is Fuliy Braced against lateral -torsion buckling
Section used for this span
2-2x8
fb : Actual
566A9psi
fv .;Actual
66.84 psi
NEE=
1,i 2t
Fv: Allowable
150,00 psi
2-2x8
Span = 3,250 ft
Applied Loads
Service loads entered. Load Factors
will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load i D = Ul% L = 0,040 ksf, Tributary
Width 17,0 ft, (1Fr, Roor Tdb)
D, ESIGN SUMMARY I
ill"I
Maximurn Bending Stress Ratio
:1 Maximum Shear Stress Ratio
Section used for this span
2-2x8
Section used for this span
2-2x8
fb : Actual
566A9psi
fv .;Actual
66.84 psi
FB: Allowable
1,i 2t
Fv: Allowable
150,00 psi
Load Combination
+L
Load Combination
+4)+L
Location of maximum on span
1. i2 fi
Location of maximum on span
2,657 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,014 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,0,19 in Ratio _-
Max Upward Total Deflection
0,000 in Ratio =
0 <180
Tine dock Line 'I Project Title:
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using the *Settings" menu item Project Descr:
and then using the "Printing c
Title Block* selection,
Title Block twine S s nmed 10 DEC2015, �:SEW
He=E:ITSQU R-IIRONEE-i�2tlt JO-1pMFTZ_8-9 5-1,606
Steel BeamN RCALC, X, 19812015, WkI,,6151,30, V 6.16,7,3ti
CODE REEFERENCES
Calculations per,AlSCO 360-10, IBC 2012, ASCE 7®10
Load Combination Set: ,ASCE 7.00
Material Properties
Analysis Method : Load Resistance Factor Design Fy : Steel Yield 50.0 ksl
Seam Bracing: Seam is Fully Braced against lateral -torsional buckling : Modulus: 29,000,0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-05
Span ,-17A7c f
12X40
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: 17 = 0.0100, L = 0.040 ksf, Extent = 0.0 ..µ > 6.250 ft, Tributary
Width = 17 ,0 it, ( 1T` Flour Tr'sb)
Uniform Load: D = 0.0150, L '= 0.040 ksf, Extent = 8.2517 -->> 17170 ft, Tributary Width ==10,0 ft, (10' Floor Trsb)
Point Load : D=4,710, L=2,8 0, = 5.520 k f 1,50 fi, i1E202c
Point Laoad : 13=0,(340, L :m 1 510 k 0 5.250 ft, i 1;i
Point l oad ' D=8.230, L=4,90, S = 5.110 k j 0x.250 ft ( '213a)
D=0.0150,
0.�0} f 50r L= 0.040ksf, Ex;t�tentJJ=� 6g,25tt,}..-->> 17 1 f�0 ft, $ ributar
L��oggadD=0,340,
k Width= 10,i fie ( 0' E'loor Tagil
yyU;niform
^^'�. 1 �=
i oint Load . D 0, 40, L = 0,850 k \ 1 3,255) ff, ( 209 Sim e
DESIGN SUMMARY
1W t t
Maxcrrsiam Bending Stress Ratio__ � : I l axrm°sutm Shear Stress Ratio �
1
Section used for this Sparc
Section Used for this span
Mu : Applied 0 k -ft
Vu ; Applied
0 k
Mn " Phi, Allowable 0 k -f#
Vn * Phi: Allowable
S k
Load Combination
Load Combination
Location of maximum on span tuft
Location of maximum on span
0 ft
Span # where maximum occurs I
Sparc # where maximum occurs
1
Maximum Defection
Max Downward Transient Deflection 0.014 in Ratio
Max upward Transient Deflection 0.000 in patio =
0 <360
Max Downward Total Deflection 0.010 in Ratio
Max Upward Total Deflection 0.000 in Ratio =
0 <180
Maximum forces & Stresses for Load Combinations
Segment Length Span #
M V max Mu + max Mu - flu Max
Mnx Phi*Mnx Cb Rm
Summary of Shear Values
VuR4ax Vnx Phi*Vnx
Overallaxi to t Deflections
_.. .
Load Combination Span flax. '2Deft Location in Span Load Combination Max, *4� Heft location in Spars
I HOW 0,000 0,0000 0,000
Vertical Reactions Support notation . Far left is #1 Values in KIPS
Load co,ibinatlon . Support 4 Support
Tifie Block Line I Project Title:
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Beam
Description : Hdr224225
CODE, REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set, ASCE 7-05
Material Properties
Analysis Method Allowabie Stress Design Fb - Tension
Load Combination ASCE 7-05 Fb - Compt
Fc - Pot
Wood Species Hem Fir Fc - Perp
Wood Grade No,2 Fv
Ft
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Kq1.__..-,._...._.__ _._,_,,. _..
r,
r ria i � t
a,4 - - -----
324
Pnntea W DEC 2015, 9:56PM
850 psi E: Modulus of Elasticity
850 psi Ebend-xx 1300 ksi
1300 psi Eminbend - xx 470ksi
405 psi
150 psi
525 psi Density 273 pcf
sp."m 3.5 'M P
Applied Loads Service loads entered, Load Factors will be applied for calculations,
- - --- . .. .. .......
Beam self weight calculated and added to loads
Uniform Load: D = O.0150, L = 0,040 ksf, Tributary Width = 10,750 ft, (10'-9* Floor Trio)
Uniform Load: D = O,0150 ksf, Tributary Width = 9.0 ft, {2' Wall Tribi
Unit= Load: D = O,020, S = 0,030 ksf, Tributary Width =10 it, (TUpper Roof Tub)
DESIGN SUMMARY
g
Maximum Bending Stress Ratio
I Maximum
Shear Stress Ratio
Section used for this span
3-2x6
Section used for this span
3-2x6
fb - Actual
525.54psi
fv Actual
54.35 psi
FB: Allowable
1,1 Cyd 00psi
Fv Allowable
1%00 psi
Load Combination
+D+L
Load Combination
+D+L
Location of maximum on span
1,585ft
Location of maximum on span
2719ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,012 in Ratio =
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0,022 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
3 ,
P
;� >t- /-,
4t 0.,. ;z llG 1,wP"
7� ,AVL°
"l -V L
a
�.� ,.
Gw
oF
a.
4, co.
3t
7
fl I.` fit
1000
Title Block Line I Project Title:
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Pqnted, WDEC , 20115, 9,,%PM
IM Fie = EA
Description: b'2 31.212
CODE REFERENCES
.. .......
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination $at, ASCE 7-05
Material Prooerfies
Anaiysis Method: Load Resistance. Factor D Fb - Tension 2600 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05 Fb - Compr 2600 psi
Ebend-xx 19OOksi
Fc - PrIl 2510psi
Entinbend - xx 965,71 ksi
Wood Species ii-evel Truss Joist Fc - Perp 750 psi
Wood Grade Microl-am LVL 1,9 E Fv 285 psi
Ft 1555 psi
Density 32,21 pcf
Beam Bracing Beans is Fully Braced against lateral -torsion buckling
xts
'5"., .0'A
Applied Loads Service loads entered, Load
... ....... ...
Factors will be applied for calculations,
Beam self weight calculated and added to loads
. ...... . . .... ..... ..
Uniform Load: D = 0.020, S = H30 ksf, Tributary Width 3,0 ft, l3"LowRooffrito
Uniform Load: D = 0.0150, L = 0,040 ksf, Tributary Width = 9.591t,19' -6' Floor Trio)
Uniform Load: D = 0.0150 ksf, Tributary Width = 9,0 ft, (9'Wal! Trio)
Uniform Load: D = 0,0150, L = 0,040 ksf, Tributary Width = 1,330 ft, (V-4' Floor Tdb)
Uniform Load: D = 0,0150 ksf, Tributary Width = 8,0 ft, t8, Wall Tdb)
Uniform Load: D = 0,020, S = 0,030 ksf, Tributary Width -- 50 ft, (51.1pper Roof Tdb)
Maximum Bending Stress Ratio 1 Maximum Shear Stress Ratio
Section used for this span Section used for this span
fb : Actual 525,54psi tv : Actual
54.35 psi
FB: Allowable 1,105,00psi Fv - Allowable
1%00 psi
Load Combination Load Combination
Location of maximum on span Oft Location of maximum on span
0 it
Span # where maximum occurs I Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection 0.012 in Ratio =
Max Upward Transient Deflection 0,000 in Ratio = 0 <360
Max Downward Total Deflection 0,022 in Ratio =
Max Upward Total Deflection 0.000 in Ratio = 0 <180
Title Block Line I Project Title:
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Title Block' selection,
Steel Beam File = EATSQUAF
ENEF
Description Fb231,232
CODE REFERENCES
Calculations per AIS C 360-10, IBC 2012, ASCE 7-10
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method Load Resistance Factor Design Fy: Steel Yield
Beam Bracing: Beam is Fully Braced against lateraMorsionai buckiing E: Modulus:
Bending Axis: Major Axis Bending
Load Combination ASCE 7-05
50.0 ksi
29,000.0 ksi
ENIHMNISM
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, S = 0.030 ksf, Tributary Width 10 ft, j3' Low Roof Tub)
Uniform Load : D = 0,0150, L = 0.040 ksf, Tributary Width = 9,50 ft, (9'-6' Floor Trib)
Uniform Load: D = 0,0150 ksf, Tributary Width = Hit (g' Wall Trb)
Uniform Load: D = 0,0150, L = 0.040 ksf, Tributary Width = 1,330 it, (1'4' Floor Trio)
Uniform Load: D = 0.0150 ksf, Tributary Width = 5,0 ft, lie all Trib)
Uniform Load: D = 0.020, S = 0,030 ksf, Tributary Width = H it, (5'Upcer Roof Trib)
DESIGN SUMMARY
g, o ,
. . . . .. ..
Maximum bending Stress Ratio I Maximum Shear Stress Ratio
Section used for this span Section used for this span
Mu Applied 0 k -ft Vu Applied
0 k
Mn Phi: Allowable 0 k_ ft Vn Phi: Allowable
0 k
Load Combination Load Combination
Location of maximum on span Oft Location of maximum on span
0 It
Span # where maximum occurs I Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection 0.012 in Ratio =
Max Upward Transient Deflection 0.000 in Ratio = 0 <360
Max Downward Total Deflection 0,022 in Ratio =
Max Upward Total Deflection 0,000 in Ratio = 0 <180
Maximum Forces & Stresses for Load Combinations
Land Carnbination Max Stress Patios Summary a , , , Moment Values Summary of Shear Values
Segment Length -Span If M V max Mu + max Mu - Mu Maxx Mnx PhI:*Mnx Cb Rm VuMax
V- nx Phi*Vnx
Overall Maximum Deflections
Load Combination Span Max, Dell Location in Span Load Combination Max. Dell
Location in Span
0,0000 dmo Ito
Vertical Reactions Support notation: Far left is #1 Values in KIPS
Load 6omb,ioai-ii'n- Support -1, Support'2
Title Block Line 1 Project Tide:
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Title Black Line 5 Papdel: ria DEC
Wood BeamFire = E<. TSQUAR-t i es -t 15J «t _a -1W,
SNERCALC. W.s4 15, .6.15x7,30,1
Description ; HDR2.33 334
Applied Loads Service loads entered. toad Factors will be applied for calculations,
Beare self weight calculated and added to loads
CODE REFERENCES
Uniform Load: 0 =. 0 ,0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (9'-6' Fico( TriN
piniform Load: C = 0.020, S = 0,030, Tributary Width =1.0 ft, i1, Low Roof Trio)
Calculations per NDS 20124 IBC 2012, CSC 20113
ASCE -10
Uniform Load: 0 = 0.0150. L w 0.040 ksf, Extent = 0.0 ->> 5.50 f1,, Tributary Width : 1.330 ft, (1, ' Floor Trio)
Load Combination Set : ASCE 7-05
Uniform Load: 0 = 0.020, S = 0.030 ksf, Extent '= 6.b0 ->> 8.070 0, Tributary Width -10,50 h. (10'-6' goof Thb)
Uniform Load: 0 = 0,0150 ksf, Extent = 0.0 _>> 8.50 ft, Tributary Width = 8.0 ft, (8' Wali Trib)
Material Properties
Uniform Load: 0 r 5.020, S = 0.030 ksf, Extent = 0.0 -->> HO ft, Tributary Width = 5,0 ft, i5' Root Trib
_
Analysis Method: Load Resistance Factor 13
Fb - Tension
2600 psi
E, Modulus of Elasticity
Load Combination .ASCE 7-0
Fb - Compr
2600 psi
Ebend-xx 100ksi
Fc - Pill
2510 psi
Erninbend - xx 965.71 ks
Wood Species ; iLevel Truss Joist
Fc _ Perp
750 psi
Location of maximum on span Oft Location of maximum on span
Wood Grade licrot-arn LVL 1..9 E
Fv
285 psi
Maximum Deflection
Ft
1055 psi
Density 32,21 pct
Seam Bracing Sears is Frilly Braced a airist
lateral -torsion buckling
Max Upward Total reflection 01.000 in Ratio = 0 <180
�........
___.... A-.._._..,. MO xmi...............w
s r s rW-1
MOM
Applied Loads Service loads entered. toad Factors will be applied for calculations,
Beare self weight calculated and added to loads
Uniform Load: 0 =. 0 ,0150, L = 0.040 ksf, Tributary Width = 9.50 ft, (9'-6' Fico( TriN
piniform Load: C = 0.020, S = 0,030, Tributary Width =1.0 ft, i1, Low Roof Trio)
Uniform goad ; 0 = 0,0150 ksf, Tributary 4Aridth = 9 0 ft, (9' Wall)
Uniform Load: 0 = 0.0150. L w 0.040 ksf, Extent = 0.0 ->> 5.50 f1,, Tributary Width : 1.330 ft, (1, ' Floor Trio)
Uniform Load: 0 = 0.020, S = 0.030 ksf, Extent '= 6.b0 ->> 8.070 0, Tributary Width -10,50 h. (10'-6' goof Thb)
Uniform Load: 0 = 0,0150 ksf, Extent = 0.0 _>> 8.50 ft, Tributary Width = 8.0 ft, (8' Wali Trib)
Uniform Load: 0 r 5.020, S = 0.030 ksf, Extent = 0.0 -->> HO ft, Tributary Width = 5,0 ft, i5' Root Trib
Point Load ; 0l m 2.20, L w 1 50, S = 1.380 k 1�5 0.50 ft, iR21 b)
Point Load: D : 3.820, L m 3.400, S =1.090 k 5.50 ft, (8131)
DESIGN SUMMARY
_ ...
Maximum Bending Stress Matic. 1 Maximum Shear Stress Ratio
Section used for this span Section used for this span
fb : Actual 525,54 psi N : Actual
54,35 psi
FB, Allowable _ 1,105.00psi Fv . Allowable
150.00 psi
Load Combination load Combination
Location of maximum on span Oft Location of maximum on span
_ 0 If
Span # where maximum occurs - t Span # where maximum occurs
= 1
Maximum Deflection
Max Downward Transient reflection 0,012 in Ratio
Max Upward Transient reflection 0,000 In Matra = 0 <360
Max Downward Total Deflection 0,022 in Ratio
Max Upward Total reflection 01.000 in Ratio = 0 <180
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F
RMUM
Pante t 10 DEC 2015, 9:56PLA
CODE REFERENCES
.. .. . . .......
Calculations per NDS 2012, IBC 2012, CIBC 2015„ ASCE 7-10
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method: Load Resistance Factor D Fb - Tension 2600 psi E:
Modulus of Elasti&y
Load Combination ASCE 7-05 Fb-Cornpr 2600 psi
Ebend-xx 1 s
Fc - PrIl 2510 psi
Erninbend - xx 965,71 ksi
Wood Species it-evel Truss Joist Fc - Perp 750 psi
Wood Grade Microl-am LVL 1 �9 E Fv 285 psi
Ft 1555 psi
Density 32.21 pot
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Da MOO
Span 8A70 R
Applied Loads Service loads entered, Load Factors will be applied for calculations,
......... ...
Beam self weight calculated and added to loads
Uniform Load: D = 0.0150, L = ONO ksf, Tributary Width 10.0 it, (10' Floor Trib)
Uniform Load: D = 0,0150 ksf, Tributary Width = 9,0 it, Ofti Tn',b)
Uniform Load: D = H150, L = 0.040 ksf, Extent = 0,0 —> 6.330 ft, TributaryNidth =12.0 ft, (12' Roof Trib)
Point Load . D = 0A20, S = 0,640 k (d) 6.330 ft, (RI34)
Uniform Load : 0 = 0,020, S = 0 3 ksf, Extent 6,330 –>> 8,670 ft, Tributary Width = 10 ft, (3' hoof Trio)
DESIGN SUMMARY
'Stress
Maximum Bending Ratio = I Maximum Shear Stress Ratio
Section used for this span Section used for this span
fb: Actual 525.54psi fv Actual
54.35 psi
FB: Allowable 1,105,00psi Fv Allowable
1%00 psi
Load Combination Load Combination
Location of maximum on span Oft Location of maximum on span
Oft
Span # where maximum occurs Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection 0,012 in Ratio =
Max Upward Transient Deflection 0,000 in Ratio = 0 <360
Max Downward Total Deflection 0,022 in Ratio =
Max Upward Total Deflection 0.000 in Ratio = 0 <180
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PAPted. 10 DEC 2011S, 9 56RA
n Re = EAT
Description : G&241244
CODE REFERENCES
Span = 12,330 ft
Applied LoadsService
... .. . .. ...
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
loads entered, Load Factors
will be applied for calculations,
Beam self weight calculated and added to loads
Load Combination Set: ASCE 7-05
Uniform Load: D = H20, S = H30 ksf, Tributary Width 4,0 ft, (4' Roof Tdb)
Material Properties
DESIGN SUMMARY
Analysis Method: Load Resistance Factor D
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05
Fb - Compr
2600 psi
Ebend-xx 19OOksi
Fc - Pril
2510 psi
Eminbend - xx 965.71 ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
Fv: Allowable
Wood Grade MicroLam LVL 1,9 E
Fa
285 psi
Load Combination
Ft
1555 psi
Density 32.2.1 pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Span # where maximum occurs
l
Span # where maximum occurs
I
Maximurn Deflection
Max Downward Transient Deflection
Span = 12,330 ft
Applied LoadsService
... .. . .. ...
loads entered, Load Factors
will be applied for calculations,
Beam self weight calculated and added to loads
Uniform Load: D = H20, S = H30 ksf, Tributary Width 4,0 ft, (4' Roof Tdb)
DESIGN SUMMARY
MaxinnurnBending Stress Ratio
I Maximum Shear Stress Ratio
I
Section used for this span
Section used for this span
fb : Actual
525.54psi
tv , Actual
54.35 psi
FB: Allowable
1,105,00psi
Fv: Allowable
1%00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
0 ft
Span # where maximum occurs
l
Span # where maximum occurs
I
Maximurn Deflection
Max Downward Transient Deflection
0,012 in Ratio =
Max Upward Transient Deflection
O.000 in Ratio =
0 <360
Max Downward Total Deflection
0,022 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
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Title Block Line 6 R-mtpt 10 DEC 22015 m68A!
Hale= E��,TSQUAR-1MONEE-12015JO-IWETZ-8-t�3ME-1,EC6
Wood Beam ENERCALL, INC, 19n2OI5; 6pild:6,15,730, Ver,6,15.7.,30
Description: Rb 45 246
CODE
t I Maximum Shear Stress Ratio
Section used for this span
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Section used for this span
fb: Actual
Load Combination Set: ASCE 7-05
At: Actual
5435 psi
FB: Allowable
Material Properties
lav : Allowable
150.00 psi
Load Combination
Analysis Method: Load Resistance Factor D
Fb - Tension
2600 psi
E: Moduhis of Elasticity
Load Combination ASCE 7-05
Fb-Compr
2600 psi
Ebend-xx 19OOksi
Fc - Pril
2510 psi
Eminbend - xx 96571 ksi
Wood Species it-evel Truss Joist
Fc - Perp
750 psi
Max Downward Transient Deflection
Wood Grade Microl-am L%/L 1. E
Fv
285 psi
Max Upward Transient Deflection
O000 in Ratio =
Ft
1555 psi
Density 32,21 pot
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
MEN=
Span = 10,50 ft
Applied Loads Service loads entered, Load Factors will be applied for calculations,
Beam self weight calculated and added to loads
Load for Span Number I
Uniform Load: D = 0,020, S 7 H30 ksf, Extent H 4,50 ft, Tributary Width = 8,0 ft, i"2` Roof Tdb)
Point Load: D ® H20, S = 0,740 K (a) 455 it, (8244)
Uniform Load : D = 01020, S = 0,030 ksf, Extent = 4,50 -->> 10,50 ft, Tributary Width = 3,0 ft, `2" ,f Trib)
DESIGN SUMMARY2.
Maximunn Bending Stress Ratio
t I Maximum Shear Stress Ratio
Section used for this span
Section used for this span
fb: Actual
525,54psi
At: Actual
5435 psi
FB: Allowable
1,10&00psi
lav : Allowable
150.00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
Oft
Span # where maximum occurs
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
0,012 in Ratio =
Max Upward Transient Deflection
O000 in Ratio =
0 <360
Max Downward Total Deflection
0,022 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
zz,
,Y ,.. A tip - Ban'
1
h
.
to fz ,.
.I
o ya
1"0
Time Block Line t Project Title:
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using the 'Settings' menu item Protect De cr.
and then using the "Printing
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R
Description
PnNed 10 DEC 2015, 9',56,PkI
CODE REFERENCES
Service loads entered. Load Factors will be applied for calculations,
Seam self weight calculated and added to loads
Calculations per NDS 2092, IBC 2012„ CBC 2013, ASCE -10
Uniform Load : C = 3.020, S = H30 ksf, Tributary Width 5,0 ft, (5'Roof Tdbi
Load Combination Set: ASCE 7-05
DESIGNISUIMMARY
Material Properties
�
Maximum Bending Stress Ratio =
9 Maximum
Analysis Method: Load Resistance Factor k
Fb - Tension?
2600 psi
: Modulus of Elasticity
Load Combination ASCE 7-05
Fb _ Compr
2550 psi
l nd- xx 1900 k
fir : Actual
Fc - Pdi
2510 psi
Srninbend - xx 065.79 ks
Wood Species : rLevel Truss Joist
Fc _ Perp
750 psi
Wood Grade : MicroLarn LVL 9,0 E
Fv
235 psi
Oft
Location of maximum on span
Ft
9 555 psi
Density 32.29 pcf
Seam Bracing Beam is Fully raced against 9ateral-tor ion buckling
- 9
Maximum Deflection
�ppfied Loads
Service loads entered. Load Factors will be applied for calculations,
Seam self weight calculated and added to loads
Uniform Load : C = 3.020, S = H30 ksf, Tributary Width 5,0 ft, (5'Roof Tdbi
DESIGNISUIMMARY
�
Maximum Bending Stress Ratio =
9 Maximum
Shear Stress Ratio
Section used for this spare
Section used for this span
Actual _
525.54psi
fir : Actual
_ 54,35 psi
FB: Allowable _
9,905.00psi
Fv ". Allowable
_ 950.00 psi
Load Combination
Load Combination
Location of maximum on span _
Oft
Location of maximum on span
- 0 it
Span # where maximum occurs
t
Span # where maximum occurs
- 9
Maximum Deflection
Max Downward Transient Deflection
0.092 in patio
Max Upward Transient Deflection
0,000 in Ratio =
0 <366
Max Downward Total Deflection
0.022 in Ratio
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Title Block Line t Project Title:
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using the "Settings' menu item Protect Descr:
and then using the 'Printing
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hie =tAR
Description: ription -Nana-
Pnnted: 90 DEC 2015, f§:566
CODE REFERENCES
Calculations per AISC 360-10, IBC 2012, ASIDE -10
Load Combination Set : ASC -g
Material Properties
Analysis Method: Load Resistance Factor Design Fy Steel Yield 50.0 ksi
Seam Bracing Beam is Fully Braced against iateraktorsional buckhng B° Modulus 29,00 0,0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE -85
Pan - m+asaz a
Applied LoadsService
............ ...
loads entered. Load Factors will be applied for calculations.
Beam self weigt calculated and added to loadinq
Uniform Load: D = H150, L = 0,040 k f, Tnbutary Width 1330 ft, (1'
4' Floor Tabs
Pant Load: D = 5,990, L = 4,720, - 3,080 k (a 6,0 ft= (R123)
DESIGN SUMMARY
Maximum Sending Stress Ratio Maximum
Shear Stress Ratio
Section used for this Span
Section used for this span
Mu: Applied 0 k -ft
Vu : Applied
D k
Mn < Phi: Allowable D k -ft
Vn Phi: Allowable
5 k
Lead Combination
Load Combination
Location of maximum on span Oft
Location of maximum on Span
0 it
Span # where maximum occurs t
Span # inhere maximum occurs
t
Maximum Deflection
Max Downward Transient Deflection 0.012 to Ratio
Max upward Transient Deflection 0.000 in Ratio -
D <360
Max Downward Total Deflections 0.22 in Ratio
Max Upward Total Deflection 0,000 in Ratio =
D <180
Maximum Forces & Stresses for Load Combinations
Load Gorr�b'snahon flax Stress Ratios
Summary of moment Values
Summary of Shear Values
Segment Length Span # M V max btu + max btu -
lulu Max Mnx Phi*Mnx Cb
Rm VuMax Vnx Phi*Vnx
Overall Maximum Deflections
Load Combination Sparc Max.' -'Deft Location in Span
Load Combination
Max, . "+" Dell Location in Span
I HOW 0,000
o.o000 i}.coo
Vertical Reactions Support notation: Far left is #9
Values in KIPS
Load Combination Support 1 Support 2
152
Title Block Line I Project Title:
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using the *Settings' menu item Project Descr:
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PnMed: 10 DEC2015, 9:56PM
SEEM
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set - ASCE 7-05
Material Properties
Analysis Method : Load Resistance Factor D
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05
Fb - Compr
2600 psi
Ebend-xx 19OOks!
Fc - Pdl
2510 psi
Eminbend - xx 965,71 ksi
Wood Species iLevel Truss Joist
Fc - Perp
750 psi
I Maximum Shear Stress Ratio
Wood Grade Microl-arn LVL 1,9 E
Fv
285 psi
Section used for this span
Ft
1555 psi
Density 32,21 not
Beam Bracing Beam is Fully Braced against lateral -torsion buckfing
FIB: Allowable
1,105,00 psi
00,0
1.75x
Applied LoadsService
.. .... . ........ ...
loads entered, Load Factors will be applied for calculations,
......... .. .. . ..... . ........ ..
Beam self weight calculated and added to loads
Uniform Load: D = 0,020, S = 0,030 ksf, Tributary Width 4,0 fl, KRoof Trio)
DESIGN SUMMARY
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio
1
Section used for this span
Section used for this span
fb : Actual
525,54psi
fv Actual
54,35 psi
FIB: Allowable
1,105,00 psi
Fv Allowable
1%00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
aft
Span # where maximum occurs
I
Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection
0,012 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,022 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
Title Block Line 1 Project Title:
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using the 'Settings' menu item Project Descr
and then using the 'Printing &
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IMEM
CODE REFERENCES
. . . . ......
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-05
Material Properties
Analysis Method : Load Resistance Factor D
Fb - Tension
Load Combination AS,, 7-05
Fb - Comer
2510 psi
Fc - PrO
Wood Species ii-evel Truss Joist
Fc - Perp
Wood Grade MicroLarn LVL 1.9 E
Fv
1555 psi
Ft
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Naed: 10 DEC 2W, 956W,
He = EA1
2600 psi
E 1, Modulus of Elasticity
2600 psi
Ebend-xx 1900k
2510 psi
Erninbend - xx 965,71 ksi
750 psi
Load for Span Number I
285 psi
1555 psi
Density 32,21 pcf
Span = 8, 830 ft
Applied Loads
Service loads entered, Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Load for Span Number I
Uniform Load: D = 0.020, S = 0,030 ksf, Extent = H
4,0 ft, Tributary Width,
= 3,0 ft, (T Roof Tdb)
Uniform Load : D = 0 020, S = 0.030 ksf, Extent = 4.0
3.830 ft, Tributary Width = 13,0 ft, (13'Roi1 Trib)
Point Load: D = 0,940, S= 1,320 k (a) 4.0 ft, (R253)
DESIGN SUMMARY
Maximum Bending Stress Ratio
Maximum Shear Stress Ratio
Section used for this span
Section used for this span
fb: Actual
525,54psi
tv Actual
54.35 psi
FB: Allowable
1,105.00psi
Fu Allowable
1%00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
0 If
Span # where maximum occurs =
I
Span # where maximum occurs
= I
Maximum Deflection
Max Downward Transient Deflection
0.0,12 in Ratio =
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
0,022 in Ratio =
Max Upward Total Deflection
0,000 in Ratio =
0 <180
Title Block Line I
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Project Title:
Engineer:
Project De-scr:
Description : Hdr,158,259
Span 1660 ft
Applied LoadsService
..... .... ..
loads entered, Load Factors
will be applied for calculations,
Calculations per INDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: ASCE 7-05
Material Properties
—>> I2,670 ft,
Tributary Width = 13,0 ft, (13'Roof Tdb)
Analysis Method, Load Resistance Factor D
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination ASCE 7-05
Fb-Compr
2600 psi
Ebend- xx 1900 ksi
Fr, - PrO
2510 psi
Erninbend - xx 965,71 ksi
Wood Species Ieve9 Truss Joist
Fc - Perp
750 psi
Section used for this span
Wood Grade MicroLarn LVL 1,9 E
Fv
285 psi
54,35 psi
FB: Allowable
Ft
1555 psi
Density 32,21 pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
Load Combination
HERR=
Span 1660 ft
Applied LoadsService
..... .... ..
loads entered, Load Factors
will be applied for calculations,
Beam self weight calculated and added to loads
Load for Span Number I
Uniform Load: D = 0,020, S = 0,030 ksf, Extent = 0,0
—>> I2,670 ft,
Tributary Width = 13,0 ft, (13'Roof Tdb)
Point Load: D = 0,940, S = 1,320 k (a) 12,670 ft, (R253'i
Uniform Load: D = 0,020, S = 0,030 ksf, Extent -12.6711- >> 16.630 ft, Tributary Width 3,0 ft, (3° Roof Trip)
DESIGN SUMMARY
Maximurn Bending Stress Ratio
1
Maxinl= Shear Stress Ratio
Section used for this span
Section used for this span
flo , Actual
525.5,4psi fv: Actual
54,35 psi
FB: Allowable
1,105.00psi Fv : Allowable
150,00 psi
Load Combination
Load Combination
Location of maximum on span
Oft
Location of maximum on span
0 ft
Span # where maximum occurs
I
Span # where maximum occurs
I
Maximum Deflection
Max Downward Transient Deflection
0,012 in
Ratio =
Max Upward Transient Deflection
0,000 in
Ratio = 0 <360
Max Downward Total Deflection
0,022 in
Ratio =
Max Upward Total Deflection
0.000 in
Ratio = 0 <180
+x
n
wM� �„
eZg
3e,'-) '22,., 3,
P
4.
m.
, y,an L
I
F -6-306,30Z
M \p)io Y
.>
Title Block Line 1 Project Title:
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Pnr,*d, 10 DEC 2015. 9:5iPM
W Beam He = ES
Description : L4300,301
I 'CIODEI.RE-FERENICES
Calculations per NDS 2012, ISC 2012, CBC 2013, ASCE 7-10
Load Combination Set - ASCE 7-05
Material Properties
Analysis Method: Allowable Stress Design Fb - Tension 850 psi E: Modulus of Elasticity
Load Combination ASCE 7-05 Fb - Compr 850 psi Ebendxx 13OOksi
Fc - Pdl 1300 psi Eminbend - xx 470ksi
Wood Species Hem Fir Fc - Perp 405 psi
Wood Grade No,2 Fv 150 psi
Ft 525 psi Density 273 pcf
Beam Bracing Beam is Pully Braced against lateral -torsion buckling
0(0,031
V V,
2-200
Span - TO ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations,
Beam self weight calculated and added to loads
Uniform Load: D = 0,0150, L = 0,040 ksf, Tributary Width = 2,0 ft, (2'Land inq)
Uniform Load: D = 6,0150, L = 0,040 ksf, Tributary Width = 3,330 ft, (3'-4' Stair Trig)
DESIGN SUMMARY
W,
. . . ... . 0
'-M . . . . ... 14 IS INS
Maximum Bending Stress Ratio
I Maximum Shear Stress Ratio
Section used for this span
2-2x113
Section used for this span
2-2x1O
1b ; Actual
512.82 psi
fv Actual
44,1 C psi
FB : Allowable
935.00psi
Fv Allowable
150,00 psi
Load Combination
+L
Load Combination
+D+L
Location of maximum on span
3,500ft
Location of maximum on span
6.234 ft
Span # where maximum occurs
Span # I
Span # where maximum occurs
Span # I
Maximum Deflection
Max Downward Transient Deflection
0,045 in Ratio =
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0,063 in Ratio =
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Title Black Line 1 Project Title:
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ri
File = EST
Description: F302.33
Span = 10,670 ft
CODE REFERENCES
ppttad Lows ._
�.._ i'ad ads-'_ ....
Calculations per IDB 2012, IBC 2012„ GBG 2013, ASCE 7-10
Beare self weight calculated and added to loads
Load Combination Get : ASCE -tis
Uniform Load: D = 5.0150, L - 0,0 40 ksf, Tributary Width 3.250 ft, f3'_3' Floor Trsb)
Material Properties
Point Load: D = 0,30, L = 0,750 k A 5.5 ft, (R300)
,Analysis Method: Load Resistance Factor G
Fb - Tension
2600 psi
Load Combination :ASCE 7-05;
Fb - Dompr
2600 psi
Fc - Pdl
2510 psi
Wood Species ; sLevel Truss Joist
Fc - Perp
750 psi
Wood Grade Microt-am LVLt.g E
Fv
288 psi
Ft
1 555 psi
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
512.82 psi
Fln f it DEC 20 i s W&A
tltitie-tltitslf . T -M1 Fswt'�
Lc, INC, 190416f SAV53.30, erfi.151,30
E: modulus of Elasticity
Ebend- xx 19OO k i
Eminbend - xx 965-71 ksi
Density 32.21 pc€
Span = 10,670 ft
ppttad Lows ._
�.._ i'ad ads-'_ ....
Service loads entered. Load Factors will be applied for calculations,
........... .
Beare self weight calculated and added to loads
Uniform Load: D = 5.0150, L - 0,0 40 ksf, Tributary Width 3.250 ft, f3'_3' Floor Trsb)
Point Load: D = 0,30, L = 0,750 k A 5.5 ft, (R300)
Point Load: D = 0,340, L = 0,850 k 5.5 ft, (R209)
EN SidMMARY
i 1
t 1
Maximum Bending Stress Ratio
1 Maximum Shear Stress Ratio
= 1
Section used for this span
Section used for this span
f : Actual
512.82 psi
fv : Actual
44.10 psi
FB : Allowable
935.00psi
Fv: Allowable
150,00 psi
Load Combination
Load Combination
Location of maximum on span -
Of
Location of maximum on Span
- ti ft
Span # where maximum occurs -
1
Span # where maximum occurs
- 1
Maximum Deflection
Max Downward Transient Deflection
0,045 in Ratio
Max Upward Transient deflection
0,000 in leader =
ti <350
Max Downward Total Deflection
0.083 in Baba
Max Upward `fatal Deflection
0,000 in Batu =
0 <180
Title Block Line 1 Project Title:
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Description , F004.30
CODE REFERENCES
Calculations per NDS 2012, lBC 2012, CBC 2013, ASCE 7-10
Load Combination Set, ASCE -its
Material Properties
Analysis Method: food Resistance Factor C
Fb - Tensions
Load Combination ASCE 7-05
Fb - Cornpr
Fc _ Pill
Wood Species ii-evel Truss ,,foist
Fc - Perp
Wood grade ticrol-arn LVL 1.D B
Fv
Ft
Seam Bracing : Beam is Fully Braced against lateraktorsion buckling
File-- E1
Prr+ Md 10 DEC2"015. 9:5621,4
ALC, i C. M34DI6, Wt&15 30, Ver, ,16,73()
E: Modulus of Elasticity -
bend- xx 190f ksi
Bminbend - xx 965,71 ksi
Density 32.21 pcf
2-1.75x1'i V
Span = 14, Oft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
....... ._,........ ........ ......
Beam self weight calculated and added to loads
Uniform Load : D = 0.0150, L = 3.043 ksf, Tributary Width = 1,330 ft, (V-4` Floor Trio)
Point Load D = 0.5 60, L = 1.394 k 6250 ft, (P302)
Uniform, Load : D = t?.{31 54, L = 4.444 ksf, Extent 4.254 -->s 14.4 ft: Tributary Width 3,330 ft, (3'-4' Stair Tdb)
DESIGN SUMMARY
f`
Maximum Bending Stress Ratio
I Maximum Shear Stress patio
. 1
Section used for this span
Section used for this span
fib : Actual _
512,82psi
iv : Actual
_ 44.14 psi
F : Allowable
935,00psi
Fv : Allowable
_ 150,00 psi
Load Combination
Load Combination
Location of maximum on span -
Oft
Location of maximum on Sparc
- Oft
Span # where maximum occurs
1
Span # where maximum occurs
1
Maximum reflection
Max Downward Transient Deflection
0,045 in Ratio
Max Upward Transient Deflection
0,000 in Ratio =
0 <360
Max Downward Total Deflection
4,063 in Ratio
Max Upward Total Deflection
0.440 in Ratio =
C <18
Title Block Line 'I Project Title:
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Title Block Line 6 Pnnt 10 DEC 2696, 6;66PM
"'Stool Beam C, WC, IN342046, 8*4153,30, Ver .t .730
a:
Description : F0106.307,303
CODEEFERE CES
Calculations per AISC 350.10, IBC 2012, ASCE 7.10
Load Combination Set: ASCE -05
Material Prerties
Analysis Method : Load Resistance Factor Design Fy . Steel Yield: 50.0 ksi
Beam Bracing: Seam is Pully Braced against lateral -torsional buckling P Modulus: 23,500.0 ksi
Bending Axis: Major Axis Bending
Load Combination ASCE 7-05
411L-
Ql1l& U112a41
V V r
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beans self weight calculated and added to loading
Load for Span Number 9
Uniform Load: C = 0.0150. L = 0,040 ksf, Tributary Width =17.0 ft, i17' Flour Tribe
Uniform Load: fD µ 0.0150 ksf, Extent m 0:0 —> 12.250 ft, Thbutary Width = 9.0 ft, (9'Wall Tribe
Uniform Load: C = 0,0150, L = 0.040 ksf, Extent = H -_>> 12,250 ft, Tributary fttf - ITO it, (17'Upper Floor)
Point Load : C w 4,570, L = 3.770, S = 2,120 k 0 12.250 ft, (R247)
Point Load: fD = 12.70, L = 13.140, S = 6,020 k 13.50 it, j`R2223
Load for Span Number
Uniform Load: D = 0.0150, L : 0.040 ksf, Extent = 0,0 -> 6,330 ft, Tributary Width =15,50 fft i'15` -a" Floor Trib)
Uniform Load: C = OZ150, L : 0.040 ksf, Extent - 5.330 —> 37,330 ft, Tributary Width = 10,0 ft, 510' Fl r Tribe
Poiret Load : D = 0,730, L =1340 k @ 5.:330 ft, (R305)
Point Load: D _ 0.30, L _ 0750 k (o-) 12.50 ft, f 1 301 i
Point Load: D _ 0,340, u m 0.350 k t 12,.50 ft, (R200)
DESIGN SUMMARY
t �
„Gx,
Maximum Bending Stress Ratio 1 Maximum Shear Stress Ratio
Section used for this span Section used for this span
Mu : Applied 0 -ft Vu: Applied
0 k
Mn Phi: Allowable 0 k -ft Vn * Phi : Allowable
0 k
Load Combination Load Combination
Location of maximum on span Off Location of maximum on spare
0 ft
Span # where maximum occurs 1 Span # where maximum occurs
8
Maximum Deflection
Max Downward Transient Defection 0.045 in Ratio
Max Upward Transient Deflection 0.000 in Ratio - 0 <360
Max Downward Total Deflection 0.053 in patio
Max upward "natal deflection 0,000 in Ratio - 0 <130
Maximum Forces Stresses for Load Combinations
Load Ccrinbination Max Sirens Ral'os Summary of Moment Values
Sum maryof Shear a€ues
Segment Length Sparc M V max Mu + Mu r Mu Max Mnx Phi*Mnx Cb
R VuMax 111-111- Vnx Phi*Vnx
Overall Maximum Deflections
Load Combination Span flux. -" bell Location in Span Load Combination
Max. "4* ileo Location .. in Span
1 1.0000 0.000
0,0000 H00
0,0000 0.000
0.0000 0,000
Vertical Reactions Support notation : Far left is #1
Values in YIPS
Load Combination Support 1 Support 2 Supporta
Title Block Line 1 Project Title:
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using the "Settings" menu item Project Descr,
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EM
Calculations per AiSC 360-10, IBC 2012, ASCE -10
Load Combination Set, ASCE 7-0
Material Properties
Analysis Method: Load Desistance Factor Design Fy : Steel Yield 50,0 ksi
Seam Bracing , gleam is Pully Braced against lateraktorsionai bucking F: Modulus: 29,000,0 Ut .0 ksi
Bending Axis: MajorAxis Deriding
Load Combination ASCE 7-05
11 ti }i t 1 t?t }t 1 t y t }} 1 ti 1 1 1 } 1 t 1 111 Hyl mit11„"Y 111, j��,3Y�Y.�1 .�\ a rt s luu ll ,wt taW
.. Sparc -. 13..250 n
lied Loadsu
_ .
Service loads entered. Load Factors will be applied for calculations.
Seam self weight calculated and added to loading
Uniform Load : D = H19), L = 0,040 ksf, Tributary Width =13,0 it, (13' Floor frsb)
DESIGN SUMMARY
ur U
viau��`st'aj}r t�t,t.xv � }ltt br, �iw�t .ra
aximus bending Stress Ratio
1 laxsrrsurrw Shear Stress Ratio
Section used for this spars
Section used for this span
Mu: Applied
C k -ft
Vu: Applied
C
Mn * Phi : Allowable
0 k -ft
Vn Phi: Allowable
C k
Load Combination
Load Combination
Location of maximum on span
Elft
Location of maximum can span
d ft
Span # where maximum occurs
1
Span # where maximum occurs
1
Maximum Deflection
Max Downward Transient Deflection
0.045 in Ratio =
Max Upward Transient Deflection
0.000 in Ratio =
C <360
Max Downward Total Deflection
0.063 in Ratio =
Max Upward Total Deflection
0,000 in Patio =
C <180
m,.
tw ,s
,11
a
Settings
Foundafw Wall Thickness
0,667
The 2825 Pian
Brent Metz
Roof
30 Live Concrete Weight
150
15-222
20 Dead
Wall weititi't
15
Ficor
40 Live
15 Dead Brick
35
Balcony
60 Live
25 Dead
Wall Name
AB
Wall Name
SC;
Wait Length
30,83
Uve
Dead
Wail Length
40
Lwe
Dead
Foundation Height 5,67
567
Foundation Height
5,67
567
Main Floor Trip
1,12
45
17
Main Floor Trip
1,33
53
20
Main Floor'Trip
1,32
53
20
1st Frame
9,00
135
Main Floor Trip
3,33
133
SO
Low Roof Trip
0.45
14
9
Brick
983
344
Upper Floor Tub
1.13
45
17
let Frame
9,00
135
2nd Frame
1.65
Its
Low Roof Trip
1,75
53
35
Upper Roof Too
0,53
16
111
Upper Floor Trip
1,12
45
17
Balcony Trio
2,95
177
74
Upper Floor Trio
4.15
166
62
Roof Top Floor Too
3,38
135
51
Upper Floor Trio
10,44
418
157
3rd Frame
2,70
41
2nd Frame
9,00
135
Roof Top Roof Trip
1,88
75
28
Upper Roof Trio
2,68
80
54
Roof Top Roof Trip
0.45
18
7
Upper Roof Thin
2,50
75
50
Point 231
1
4100
3580
102.50
89.50
Point
304 1 1430
620
4638
20,11
Point 113
1
1220
640
30.50
16,00
Point
217 1 250
180
8.14
5,84
Point 122
1
660
114,0
16.50
28,50
Point
212 1 1140
510
36,98
16,54
point 1
t
1040
760
26,00
19,00
Point 203b
1 7130
5410
231,27
17548
Point 5
1
1900
1370
47,50
34,25
Point
203 1 250
180
8A1
5,84
Point 22
1
1200
870
30,00
21,75
Dead Load (pif)
1866
Dead Load
1282
Total Load (pt)
3265
Total Load
2068
Wail Name
CD
Wall Name
DE
Wall Length
12
Live
Dead
Wall Length
6
Live
Dead
Foundation Height 5,67
567
Foundation Height
5,67
567
Main Floor Tito
3,17
127
48
Main Floor Tub
1,33
53,2
19,95
tat Frame
9,00
135
let Frame
9,00
135
Low Roof The
5.00
150
100
Low Roof Trio
4,50
135
90
Point
239 1 360
240
30.00
20-00
Low Roof Trip
0.67
20
13
Point 232
0.5
4100
3580
341,67
298,33
Point 243
1
740
520
123,33
86.67
Point 248
0.5
2940
2300
245,00
191,67
Dead Load (lof)
870
Dead Load
1402
Total Load (pIR
'1177
Total Load
2320
Waff Name
EF
Wall Name
FG
Wall Length
19.5
Live
Dead
Wall Length
19.5
Live
Dead
Foundation Height
5,67
567
Foundation Height
3
300
1st Floor Trio
10,00
400
150
Crawl Frame
2,67
40
I at Frame
9,00
135
Main Floor Trip
5
200
75
2nd Floor Trio
10,00
400
150
Point 133
0,33
600
420
10,15
711
Low Roof 'Trio
1,47
44
29
2nd Frame
9,00
135
3rd Floor Trio
0.57
23
9
Upper Roof Tub
9,73
292
195
3rd Frame
234
41
Roof Top Roof Trio 1,71
51
34
Point
131 1 5450
3820
279,49
195.90
Point
133 0,33 600
420
10,15
7.11
Point 213b
1 2880
2200
147,69
112.82
Point
232 0,5 4100
3580
105,13
9119
Point
245 1 1430
1000
73,33
51.28
Point
248 0,5 2940
2300
75,38
513.97
Dead Load (pot)
1963
Dead Load
422
I
I
MR
300
53 20
135
400 t5o
135
90 60
44,98 31,48
17191 167,92
935.53 507,50
283,36 110,94
1618
3599
Live Dead
567
243 9,2625
4930714 18,49018
135
25 9
49.30714 1849018
135
39 26
49.30714 I8L49018
69
86 57
21.43 15,00
8886 80,00
129.29 134,29
85.71 35,00
8,93 6,43
445,71 241,79
113.57 45,71
135,00 52,86
1106
2451
Total Load (pit)
3864
'Total Load
Wall Name
Fl
Wail Name
HG
Wall Length
6.67
Live
Dead
Vol0l Length
6,67
Foundation Height
100
3010
FoundaWn Height
300
I at Floor Trite
1,33
53
20
1st Floor Trib
1,33
I st Frame
9,00
135
tat Frame
9.00
2nd Roor Trio
10.00
400
150
2nd Freer Trlb
10,00
2nd Frame
9,00
135
2nd Frame
9,00
Upper Roof Thb
3,00
90
60
Upper Roof Too
3,00
Point 133
0,33 600
420 29.69
20,78
Point
132
0,5
600
Point
109
0,5
2320
Point
223
0,5
12480
Point
308
0.5
3780
Dead Load (pit)
821
Dead Load
Total Load (pff)
1394
Total Load
Wait Name
Hi
Wait Name
AG
Wall Length
19,15
Live
Dead
Wail Length
14
Foundation Height
3,00
300
Foundation Height
5,67
1st Floor Trib
3.33
133
50
Main Floor Trip
0,6175
gat Frame
9,00
135
Landing Trib
1,232679
2nd Floor Top
1.33
53
20
sat Frame
900
2nd Frame
9Z0
135
2nd Floor Top
0,6175
Upper Roof Top
5.00
150
100
Landing Too
1,232679
2nd Frame
9.00
Upper Roof Trib
1.29
Landing Top
1.232679
3rd Frame
4,57
Roof Top Roof Trip
2,86
Point
132
0,5
600
Point
t09
0,5
2320
Point
115
1
1810
Paint
211
1
1200
Point
217
0,5
250
Point
223
0.5
12480
Point
303
1
1590
Paint
308
OrS
3780
Dead Load (pff)
740
Dead Load
Total Load gaf)
1076
Total Load
WALL DEAD
TOTAL TOTALI
The 2825 Plan
NAME LOAD
LOAD 1500
500
Brent Metz
15-222
AB 1866
3265 2,176
173
BC 1282
2068 1.379
2,56
CD $70
1177 0,784
1.74
DE 1402
2320 1.547
2,80
I
I
MR
300
53 20
135
400 t5o
135
90 60
44,98 31,48
17191 167,92
935.53 507,50
283,36 110,94
1618
3599
Live Dead
567
243 9,2625
4930714 18,49018
135
25 9
49.30714 1849018
135
39 26
49.30714 I8L49018
69
86 57
21.43 15,00
8886 80,00
129.29 134,29
85.71 35,00
8,93 6,43
445,71 241,79
113.57 45,71
135,00 52,86
1106
2451
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SUBSURFACE sTUDY
=I
THE PROPOSED RESIDENCE/DUPLEX
3 100 FENTON s,rREET
DENVER, COLORADO
Job No.: 15-597
October 6, 2015
Mr. Brent Metz
31 Fenton LLC
3802 Union Court
Wheat Ridge, Colorado 80033
Hollingsworth Associates, Inc.
Cjeote(hiiical&Envit-(,)iimetitalEtigitieci•s 2875 W, Oxford Ave. #7 Sheridan, Colorado 80110
303-781-5188,1(ax 303-781-5224
TABLE OF CON'rENTS
PURPOSE AND SCOPE OF WORK
PROPOSED CONSTRUCTION
SITE CONDITIONS
FIELD EXPLORATION
LABORATORY TESTING
SUBSURFACE CONDITIONS
FOUNDATION RECOMMENDATIONS
FLOOR SLABS
FOUNDATION WALLS
WATER SOLUBLE SULFATES
UNDERDRAIN SYSTEM
SURFACE DRAINAGE
LIMITATIONS
it
Fig. I - Location of Exploratory Boring
Fig. 2 - Log of Exploratory Boting
`i ,y 3 -- Legend and Notes of Exploratory Boring
Fig. 4 - Gradation Test Results
Fig. 5 - Swel I -Consolidation Test Results
Table I - Summary of Labor atory Test Results
PURPOSE AND SCOPE OF WORK
This report presents the results of a subsurface study for the proposed residence/duplex to
be located at 3 100 Fenton Street in Denver, Colorado, The subsurface study was conducted for
the purpose of developing foundation recommendations. The project site is shown on Fig. 1.
The study was conducted in accordance with our scope of services letter dated September 14,
N=
A field exploration program consisting of drilling one exploratory boring was conducted
to obtain information on subsurface conditions, Material samples obtained during the field
exploration were tested in the laboratory to detern-tine the classification and engineering
characteristics of the on-site soils. The results of the field exploration and laboratory testing
were analyzed to develop 'foundation recommendations and allowable beating pressures, The
results of the field exploration and laboratory testing are presented herein.
This report has been prepared to surnmarize the data obtained during this study and to
present our conclusions and recommendations based on the proposed construction and the
subsurface conditions encountered. Design parameters and a discussion of geotechnical
engineering considerations related to construction of the proposed residence/duple x are included
PROPOSED CONSTRUCTION
It is our understanding that the proposed res idetice/dL[PICX will be a two-story wood
structure founded on a lull basement. Foundation loads are expected to be light as is typical for
this type of construction. If the design varies from the project description above, the
recornrnendations presented in this report should be reevaluated.
SITE CONDITIONS
At the time of our field investigation, the site had an existing one-story house tbunded
on a crawlspace. The site was fully landscaped with lawn, shrubs, and mature trees. The site
sloped slightly from northeast to southwest with as change in elcvation of approximately 4 feet.
FIELD EXPLORATION
The field exploration or the project was conducted onSeptember 18, 2015, One
exploratory boring was drilled at the location shown on Fig. I to explore the subsurface
conditions. The location of the exploratory boring was deteran ned by Hollingsworth
Associates personnel based on the site access conditions,
The boring was advanced through the soils with a 4 -inch diameter continuous flight
auger. The boring was logged by ar project engineer.
Samples of the subsurface materials were taken with a 2 -inch I.D. spoon sampler. The
sampler was driven into the various strata with blows from a 140 -pound harnmer failing
30 inches. This test is similar to the standard penetration test described by ASTM Method
D-1586. Penetration resistance values, when properly evaluated, indicate the relative density or
consistency of the soils and bedrock. Depths at which the samples were taken and the
penetration resistance values are shown on the Log of Exploratory Boring, Legend and Notes
H& 1
Measurement of the water level was made in the boring bylowering an M -scope into
the open hole shortly after completion of drilling,
LABORATORY TESTING
The samples obtained from the exploratory boring were examined and visually classified
I
in the laboratory by the prqject engineer, Laboratory testing included standard property tests, such
as natural moisture content (ASTM D-2216), grain size analysis (ASTM D-422) and liquid and
plastic limits (ASTM D-4318). Swell -consol idation tests (similar to ASTM D-2435) were
conducted on one sample of the upper soils find one sample of the bedrock to determine the
compressibility or swell characteristics under loading when submerged in water. The percentage
of water soluble sulfatts was determined in general accordance with "Standard Methods for the
Examination of Water and Wastewater, 15'�'ed,", for one selected swnple.
Results of the laboratory testing are shown on Figs. 4 and 5 and summarized in Table 1.
The laboratory testing was conducted in general accordance with applicable ASTM standards.
SUBSURFACE CONDITIONS
The subsurface conditions at the site, as indicated by exploratory boring B-1, consisted
of 12 inches of topsoil and 7 feet of stiff sandy clay, which occasionally grades to a very clayey
sand, overlying hard claystone/sandstone for the depth drilled, 21 le t. No free water was
encountered in the exploratory boring at the time of drilling.
A gradation of as typical sample of the very clayey sand is shown on Fig. 4. The very
clayey sand possesses a moderate swell potential with a percent swell of 2.8% and an uplift
pressure of 8,000 psf when wetted under constant load as indicated by the swell -consolidation
test results shown on Fig. 5. A gradation of as typical sample of the claystone/sandstone is
shown on Fig. 4. The claystone/sandstone possesses a low swell potential with a percent swell
of 1 .2% and an uplift pressure of 8,500 psf when wetted under constant load as indicated by the
swell -consolidation test results shown on Fig. 5. The laboratory test results are summarized in
Table 1.
N
FOUNDATION RECOMMENDATIONS
Considering the subsurface conditions encountered in the exploratory boring and the
nature of the proposed construction, we recommend the residence/duplex be founded on straight -
shaft piers drilled into bedrock.
The design and construction criteria presented below should be observed for a straight -
shaft Pier foundation system. The construction details should be considered when preparing
project documents,
(1) Piers- should be designed for an allowable end hearing pressure of 20,000 psf and a skin
friction of 2,000 psf for the portion of the pier in bedrock.
(2) Piers, should also be designed for a rninirnum dead load pressure of 10,000 psf based on
pier end area only. Application of dead load pressure is an impoilant and effective way to
help in mitigating foundation movement due to swelling soils. However, if the minimum
dead load requirement cannot be achieved and the piers are spaced as far apart as practical,
the pier length should be extended beyond the minimum penetration to make up the dead
load deficit. This can be accomplished by assunring one-half of the skin fi-iction given
above acts in the direction to resist uplift caused by swelling soil and rock near the top of
M�
(3) Piers should penetrate at least three pier diameters into the bedrock. A minimum
penetration of 10 feet into the bedrock and a minimum pier length of 15 feet, are
(4) Piers should be designed to resist lateral loads using a modulus of horizontal subgrade
reaction in the clay soils of 50 tcf. The modulus value given is for a long one -foot wide
pier and must be corrected for pier size.
B
(5) Piers should be reinf()rced their full length with at least one No, 5 reinforcing rod for each
16 inchcs of pier perimeter to resist tension createxi by the swelling materials.
(6) A 4 -inch void should be provided beneath the grade beams to concentrate pier loadings
and to prevent the expansive soil and rock from exerting uplift forces on the grade bearns,
(7) The minimum spacing requirements between piers should be three diameters 'from center
to center. At this spacing, no reduction in axial or horizontal soil modulus values is
required. Piers grouped less than three diarneters from center to center should be studied
on an individual basis to determine the appropriate reductions in both lateral and axial
(8) A minimurn pier diameter of 10 inches is recommended to facilitate proper cleaning and
observation of the pier hole.
(9) Concrete used in the piers should be a fluid mix with sufficient slump so it will fill the void
between reinforcing steel and the pier hole.
(1 0) Based on the results of our field exploration, laboratory testing, and our experience with
similar,, property constructed drilled pier foundations, we estimate pier settlement will be
low. Generally, we estimate the settlement of a pier I foot in diameter will be
approximately I inch when designed according to the criteria presented herein, The
settlement of closely spaced piers will be larger and should be studied on an individual
MM
(11) Pier holes should be properly cleaned prior to the placement ofconcrete.
(12) The absence of water in the exploratory boring indicates the use of casing or dewatering
equipment in the pier holes will probably not be required to reduce water infiltration.
I
However, if water infiltration does occur, the requirements for casing can sometimes be
reduced by placing concrete immediately upon cleaning and observing the pier hole. In no
case should concrete be placed in more than 3 inclics ofwater.
(13) The drilled shaft contractor should mobilize equipment of sufficient size and operating
condition to achieve the required bedrock penetration,
E 4) Care should be taken that the pier shafts are not oversized at the top. Mushroomed pier
tops can reduce the effective dead load pressure on the piers.
(15) Concrete should be placed in piers the same day they are drilled. Ile presence of water or
caving soils may require that concrete be placed immediately after the pier hole is
completed. Failure to place concrete the day of drilling will no ally result in a
requirement for additional bedrock penetration.
(1 6) A representative of the soil engineer should observe pier drilling operations on a full-time
ME
FLOOR SLABS
Floor stabs present a very difficult problern where hiolily expansive materials are
present near floor stab elevation because sufficient dead load cannot be imposed on the to
resist the uplift pressure generated when the materials are wetted and expand. Based on the
moisture -volume change characteri sties of the materials encountered, we believe the only way
to prevent darnage as a result of floor stab movement will be to construct a structural floor
above a well -ventilated erawlspace. The floor should be supported on grade beams and piers
the same as the main structure,
M
FOUNDATION WAI.,LS
Foundation walls that are laterally supported and can be expected to undergo only a
moderate amount of deflection should be designed lot- a lateral earth pressure computed based on
an equivalent fluid unit weight of 50 pcf l backfill consisting of the on-site soils.
All foundation should be designed for appropriate hydrostatic pressures. The pressures
recommended above assume drained conditions behind the walls and a hori7ontal backfill surface.
The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral
pressure imposed on a tioundation wall.
WATER SOLUBLE SULFATES
The concentration of water soluble sulfates measured in a sample obtained from the
exploratory boring was less than 0.01%. This concentration of water soluble sulfates represents a
negligible degree of sulfate attack on concrete exposed to these materials. The degree of attack is
based on a range of negligible, positive, severe, and very severe as presented in the U.S. Bureau of
Reclamation Concrete Manual.
Based on this information, we believe special sulfate resistant cernent will not be required
for concrete exposed to the on-site, scalls.
UNDERDRAIN SYSTEM
The basement level of the residence/duplex should be protected by an underdrain system.
The, underdrain system should consist of perimeter drains.
The drains should consist of drainpipe placed in the bottom of a trench and surro, unded
above the invert level with free-draming granular material. The free -draining material should
extend to the ground elevation below the structural floor. The perimeter drains should be at least 4
0
inches in diameter, 'rhe drain lines should be placed at least I foot below the floor level and
graded to surrips, ata minimum slope of '/,?%. 17he underdrain system should be sloped to a surnp
where water can be removed by pumping car gravity drainage,
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the residence/duplex has been completed.
(1) Excessive wetting or drying of the foundation excavations and underslab areas should
be avoided during construction,
(2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least
95% of the maximum standard Proctor (ASTM D-698) density in pavement areas and to
at least 90% of the maximum standard Proctor (ASTM D-698) density in landscape
(3) The ground surface surrounding the exterior of the residence/duplex, should be sloped to
drain away from the foundation in all directions, We recommend a minimum slope of 6
inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first
10 feet in paved areas.
(4) Roof downspouts and drains should discharge well beyond the limits of all backfill.
LIMITATIONS
This report has been prepared in accordance with generally accepted soil and foundation
engincering practices in this area for use by the client 'for design purposes. The conclusions
and recommendations Submitted in this report are based upon the data obtained from the
M
exploratory boring drilled at the location on the exploratory boring plan and the proposed type
of construction. The nature and extent of subsurface variations across the site rnay not become
evident until excavation is performed, If during construction, fill, soil, rock, or water
conditions appear to be different from those describeA herein, this office should be advised tit
once so reevaluation of the recommendations may be made. We recommend on-site
observation of excavations and 'foundation bearing strata by as representative of the soil
MERU=
Attachments
�OCIATE S, INC.
I
Scale: " '
0 B- 1, --Exploratory boring
_____T_FF .+
'� ! Boring
ON
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50,/1
50/7 2
19
"�.("jl#i<'��i4i.€,.i`+i�6C)6i8�i_ih'���{gl!£4_,,..... ro«
sg�<t ��� �E ±:t as zt¢§zastxu[adas3t�a a: a of atony .
Topsoil.
H, Clay (CL), sandy, occasionally grades to very clayey, sand, still", calcareous, brown, moist,
Claystone/sandstone, interlayered and intergraded, hard to very hard, brown with rust
mottling, moist, coal stringers.
Drive sample, 2 -inch I.D., California liner sample,
14/121 Drive sample blow count. Indicates that 14 blows of a 140 -pound harnmer falling
30 inches were required to drive the California sampler 12 inches.
1. T'he exploratory boring was drilled on September 21, 2015, with a 4 -inch diameter continuous
flight auger.
2. The exploratory boring was located in the field by FIA personnel based on site access conditions.
3. Log is drawn to depth.
4. 'rhe lines between materials shown in the boring represent the approximate boundaries
between material types and the transitions may be gradual.
5. No free water was encountered in the exploratory boring at the time of drilling.
I tOLINGSWORTI LII-S"La�M;___'
15-597 Legend and Notes of Exploratory Boring Fig. 3
ft%W 0 p 14 M99% M Mo t 010 " R
i'{ AV GRAW
",wa Nk #k ttZt4F
GRAVEL 0 % SAND 55 % SILTAND CLAY 45 %
LIQUID LIMIT 42 % PLASTICITY INDEX 29 %
SAMPLE OF Very clayey sand FROM Boring B- I at 5'-0"
f[Y0R0.\-fFVLR ANALYSIS MLVE ANALYStS
"W W 19AW" 6AR "AARV 11" NNCS
2'"H 1 Wmy
ON 'ItUN, Wthl AUN V x.
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xf Ay MIN i I
'PQ NO M "M CMR�HNA
G R A V f, L 2% SAND 78 % SILTAND CLAY 20 %
LIQUID LIMIT 72 % PLASTICITY INDEX 48 %
SAMPLE OF Claystone/sandstone FROM Boring B- I at I W-1)"
Gradation Test Results
Moisture Content= 14,8
D { bili Weight-° 114,8 pel
Sample est'. Vef daya.yBund
From: Boring t3.8 at i' -(t51
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Moisture Content= 26 1 %
Dry Unit Weight= 94,7 per
Sample of" ('laystonc/sandst Rine
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