2023A-03611-CHC-ROC Notice of Hearing and Packet MAILED

2023A-03611-CHC-ROC · Registrar of Contractors · 2023-10-20

REGISTRAR OF CONTRACTORS OF THE STATE OF ARIZONA Evelyn Hargis , Case No. 2023-03611 COMPLAINANT, Docket No. 2023A-03611-CHC-ROC v. NOTICE OF HEARING ON CONTESTED CASE Jasent Montano LLC License No. ROC 318143,

RESPONDENT.

This Notice of Hearing is issued under A.R.S. § 41-1092.05(D).

HEARING INFORMATION The hearing is set for:

December 4, 2023 9:00 AM Sondra Vanella Google Meet. A link will be provided directly from The Office of Administrative Hearings. Go to www.azoah.com to request to appear in-person. If you have requested to appear in-person at the hearing, the hearing will

be held at 1740 W Adams Street, Phoenix, AZ 85007.

You must attend this hearing. This is an adversarial hearing before an administrative

law judge, and is conducted in a similar manner as judicial proceedings. Thus, you must be

prepared to present evidence, including witness testimony and documents, in support of your case.

STATEMENT OF LEGAL AUTHORITY AND JURISDICTION The State of Arizona has determined that the licensing and regulation of construction contractors is a proper state function, and has vested authority in the Registrar of Contractors to administer Title 32, Chapter 10 of the Arizona Revised Statutes. A.R.S. §§ 32-1101 et seq. All hearings for alleged violations of Title 32, Chapter 10 are conducted under Title 41,

Chapter 6, Article 10. A.R.S. § 32-1156.

The statutes and rules governing the hearing can be found at: Arizona Revised

Statutes §§ 41-1092 to -1092.12, and Arizona Administrative Code R2-19-101 to -122.

PARTICULAR ARIZONA STATUTES AND RULES INVOLVED The statutes and rules the Respondent is alleged to have violated are cited in the

complaint and citation, which were served on the Respondent on September 5, 2023. SHORT AND PLAIN STATEMENT OF THE MATTERS ASSERTED The complaint and citation allege that the Respondent committed the following act(s): Charge: 1 A.R.S. § 32-1154(A)(3) - R4-9-108(a)

Charge: 2 A.R.S. § 32-1154(A)(22)

THE PARTIES TO THE ADMINISTRATIVE HEARING Because Respondent is a licensee and is charged with an act(s) or omission(s) that is

cause for the suspension or revocation of a license, Respondent is a party to this case and will

be a party to the hearing.

Because Complainant alleged Respondent committed an act(s) or omission(s) that is cause for the suspension or revocation of a license, Complainant is a party to this case and will be a party to the hearing. Respondent and Complainant, as the parties to the hearing, will present evidence and argument to the administrative law judge. The Registrar’s assigned investigator will appear as a witness at the hearing.

RIGHT TO BE REPRESENTED The parties to the administrative hearing may choose to be represented by an attorney. A.R.S. § 41-1092.07(B). If one of the parties is a company, the company may be represented

by an officer or employee if that person satisfies the conditions set forth in A.R.S. § 32-

1156(B).

CHANGE OF ADDRESS Each party must inform the Registrar and the Office of Administrative Hearings of

any change of address within five (5) days of the change. A.R.S. § 41-1092.04.

HEARING PROCEDURES AND RULES The administrative hearing will be conducted in accordance with A.R.S. §§ 41-1092

to -1092.12, and A.A.C. R2-19-101 to -122. The parties should review the statutes, rules, and processes governing the administrative hearing. Copies of the statutes, rules, and articles

regarding the administrative hearing process can be found at https://www.azoah.com/.

REGISTRAR’S APPEARANCE BY VIDEO CONFERENCE OR TELEPHONE

The Registrar’s investigators, employees, and attorneys will appear at the hearing via

video conference or telephone unless requested by a party to appear in-person. Requests for

the Registrar’s investigators, employees, or attorneys to appear in-person must be filed with the Registrar and the Office of Administrative Hearings no later than seven (7) calendar days prior to the hearing date.

HEARING PACKET In the interests of administrative efficiency, the Registrar compiles and discloses certain documents to the parties and the Office of Administrative Hearings. These documents are attached to this Notice of Hearing as the “Hearing Packet.” If any party wishes to submit additional evidence, they must do so during the hearing after completing a disclosure statement. See “Disclosure Statement” section below.

SUBPOENAS FOR TESTIMONY FROM A WITNESS OR DOCUMENTS The parties to the hearing must be prepared to present evidence in support of their case. If a party wants to obtain testimony from a witness or documents not in the party’s possession, the party must prepare and file a written subpoena for the Administrative Law Judge to review and sign, if approved. A.R.S. § 41-1092.07(C). Forms for requesting a subpoena can be found on the Office of Administrative Hearings’ website at www.azoah.com. The party seeking a subpoena must serve notice on all the parties to the hearing, and on the Registrar. A.R.S. § 41-1092.04.

DISCLOSURE STATEMENT At least seven calendar days before the hearing, each party must prepare and serve a

disclosure statement on all other parties, and file it with the Office of Administrative Hearings.

A.A.C. R4-9-118; A.A.C. R2-19-108. The disclosure statement must include any exhibit the

party will use at the hearing. A party’s failure to timely disclose any witness or exhibit, without good cause, may result in the administrative law judge excluding those witnesses or exhibits from being used at the hearing. A.A.C. R4-9-118(C). A sample disclosure form is available on the Registrar’s website at https://roc.az.gov/content/prehearing-disclosure- statement.

CHANGING THE HEARING DATE

The date of the hearing may only be advanced or delayed on the agreement of the parties or on a showing of good cause. A.R.S. § 41-1092.05(C). The date of the hearing may be changed by filing a written agreement of the parties to change the date of the hearing. The written agreement must be filed with the Office of Administrative Hearings, directed to the assigned Administrative Law Judge, and transmitted to the Registrar and all other parties. The assigned Administrative Law Judge may be found on the Office of Administrative Hearings’ web portal at www.azoah.com If a party would like to move the date of the hearing without agreement of all parties, the party must file a written motion with the Office of Administrative Hearings, directed to the

assigned Administrative Law Judge, and transmit a copy to the Registrar and all other parties.

The motion must state in detail good cause for why the date of the hearing should be advanced

or delayed, and the position of all other parties regarding the advancement or delay.

A party may also file a motion asserting a right to an expedited hearing upon a showing of extraordinary circumstances or the possibility of irreparable harm. A.R.S. § 41-1092.05(E).

RESOLUTION SHORT OF ADJUDICATION

In any case which is resolved or settled by the parties, or which is withdrawn by the

Complainant without objection from Respondent after the Notice of Hearing is issued, the parties must notify the Office of Administrative Hearings of the resolution or settlement. Any such cases will be listed on the Registrar’s website and its records under the category: “Closed Complaints – Resolved/Settled/Withdrawn.” Dated October 20, 2023.

By: /s/ Erika Hoskin Erika Hoskin Legal Secretary Legal Department Arizona Registrar of Contractors Copy mailed via USPS First Class mail October 20, 2023 to:

Respondent(s) Jasent Montano LLC 1739 E Indigo St Gilbert, AZ 85298 Complainant(s) Evelyn Hargis 1903 E. Phoenix St. Payson, AZ 85541

Copy sent electronically this same date to:

Respondent at email address on record with the Registrar Complainant at email address on record with the Registrar

Case No. 2023-03611 /

Katie Hobbs, Governor Martin Quezada, Director

Hearing Packet FAQ What is the Hearing Packet?

The Hearing Packet is a packet of certain documents collected or issued by the Registrar over the course of its investigation.

Who gets the Hearing Packet?

The Hearing Packet is assembled and distributed to all parties and to the Office of Administrative Hearings (“OAH”) prior to an administrative hearing.

What types of cases does the Registrar prepare a Hearing Packet for?

The Registrar prepares a Hearing Packet for Complainant-Handled Cases and No-Pay Cases. Note: If the Docket Number on the Notice of Hearing contains a “CHC” or “NPC”, your case is a Complainant-Handled Case or a No-Pay Case.

What is in the Hearing Packet?

The Hearing Packet contains essential case-specific documents and at a minimum will include the following documents:

● Original complaint;

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov Hearing Packet FAQ

Katie Hobbs, Governor Martin Quezada, Director

● Citation; and ● Answer.

The Hearing Packet will also contain the following documents (if applicable):

● Jobsite inspection notices, notes, and photos; ● Written directives; and ● Compliance inspection notices, notes, and photos.

What if there are documents missing from the Hearing Packet?

If there is any evidence you submitted to the Registrar that are not included in the Hearing Packet it is your responsibility to introduce that evidence at the administrative hearing. Note: The administrative law judge assigned to your case does not have access to the entire Registrar record.

If there is additional evidence you submitted to the Registrar during the investigation that you also want to introduce as evidence during your hearing, it is your responsibility to:

● Properly disclose that evidence to the other party; and ● Introduce the evidence during your hearing.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov Hearing Packet FAQ

Katie Hobbs, Governor Martin Quezada, Director

How do I disclose evidence I intend to use at a Hearing?

You must properly disclose any and all documents and witnesses you intend to use at your hearing according to the Registrar’s Prehearing Disclosure Rules. See Arizona Administrative Code Section R4-9-118.

A sample prehearing disclosure form and instructions are provided to the parties by the Registrar.

How do I obtain documents I previously submitted to the Registrar?

If you previously submitted documents to the Registrar and need a copy of these documents, please contact the Registrar’s Legal Department or submit a public records request at https://roc.force.com/AZRoc/s/roc-public-request.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov Hearing Packet FAQ

Katie Hobbs, Governor Martín Quezada, Director

Complainant: Evelyn Hargis 1903 E. Phoenix St. Payson, AZ 85541

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

Respondent: Jasent Montano LLC DBA: 1739 E Indigo St Gilbert, AZ 85298

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

April 6, 2023

Jobsite Inspection Notice Re: Complaint Number 2023-03611

Dear Complainant and Respondent:

A formal complaint has been filed with the Arizona Registrar of Contractors.

A jobsite inspection is scheduled for April 27, 2023 at 11:00 AM. The Complainant is required to be present. The Respondent’s attendance is requested and encouraged. The Registrar encourages both parties to make a good faith effort to resolve this complaint prior to the jobsite inspection.

COMPLAINANT: 1. Under A.R.S. § 32-1155(D)(1), the Respondent must be allowed, upon request, the opportunity to inspect the work complained of within fifteen (15) days of receiving this notice. If Respondent is not provided an opportunity to inspect the work within the fifteen (15) day time period, the Registrar may be prohibited from taking further action on this complaint. 2. The Registrar may also be precluded from taking further action on this complaint, if the work that is the subject of the complaint is subject to neglect, modification, or abnormal use. A.R.S. § 32-1155(D)(2) 3. You must provide safe access to any area to be inspected. If access to a roof or other elevated area is required, you must provide a means to safely access the area (ladder or manlift as appropriate). Additionally, please secure any animals.

RESPONDENT: 1. Enclosed is a copy of the complaint. Under A.R.S. § 32-1155(D) you must be allowed, upon request, the opportunity to inspect the work complained of within fifteen days of the date of receipt of this notice. 2. To assist the assigned investigator in evaluating the merits of the complaint, please submit a response to the enclosed complaint to the assigned investigator prior to the scheduled inspection. 3. If you do not attend the jobsite inspection, your absence may negatively impact the investigation, and your interests. 4. If a building permit(s) was required for this project, please have the building permit information available at the jobsite inspection. If either party needs to reschedule the jobsite inspection, please notify the assigned investigator at least three business days prior to the inspection date to schedule a new date and time. 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

If the parties resolve the complaint prior to the inspection, please notify the assigned investigator in writing and by phone as soon as possible.

Sincerely,

Chris Allison Chris Allison, Investigator #193 Desk: (928) 637-0481 Cell: (928) 210-1587 [email redacted] 1700 W Washington St, Suite 105 Phoenix, Arizona 85007-2812

CC: Choose an item. Choose an item. Choose an item. Choose an item.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

A Guide to Jobsite Inspections

Purpose of the Jobsite Inspection When the Registrar receives a complaint against a contractor’s license alleging poor workmanship, the Registrar generally schedules a Jobsite Inspection. The Jobsite Inspection serves two purposes: 1. To give the contractor an opportunity to inspect the complaint items; and 2. To give the Registrar an opportunity to determine if the contractor’s work violates Arizona law.

Jobsite Inspection Rights and Responsibilities Access to inspect: The property owner has complete control over who they allow on the property. However, if the Registrar’s investigator or the contractor cannot inspect the work, the Registrar will not move forward with a citation.

Cooperation: Arizona law enables injured parties to seek relief for damages through several paths. When dealing with a licensed contractor, the Registrar of Contractors’ administrative complaint process may serve as one of those possible paths. However, in order to use that path, the Registrar relies on the cooperation of all parties to a complaint.

Minimum workmanship: The Registrar investigates workmanship complaints for compliance with minimum workmanship and professional industry standards. The Registrar does not issue citations for work that meets these standards.

Scope: The scope of the Jobsite Inspection is limited to items listed in the complaint filed with the Registrar’s office. It is the complainant’s responsibility to point out the complaint item(s) and the Investigators role to review the item(s). If the complainant identifies additional workmanship items not listed in the original complaint, they must file an addendum to the complaint. The Registrar’s Investigator may identify additional administrative violations by the contractor (e.g. work performed out of scope of the license and failure to provide a contract that meets requirements set by Arizona law) at the time of the inspection.

The Role of the Investigator At the Jobsite Inspection, the Registrar’s investigator will: ● Only investigate the items listed on the complaint form filed with the Registrar. ● Will gather evidence to make an informed decision about the complaint items.

What to expect after a Jobsite Inspection After doing a Jobsite Inspection, the Registrar’s Investigator will leave the jobsite and review the evidence provided during the inspection. Generally, the investigator does not make any determination at the time of the jobsite inspection regarding whether the allegations listed in the complaint are supported. ● If the allegations are confirmed, the Registrar’s Investigator may issue a Written Directive telling the contractor to correct the poor or incomplete work. ● If the allegations are not confirmed, the Registrar’s Investigator will close the complaint.

Questions? If you have already filed a complaint and it was assigned to an investigator, you are encouraged to contact that investigator directly with the information listed in your jobsite inspection letter. If you have not filed a complaint yet or have not been assigned an investigator, you can reach the Registrar’s compliance department at (877) 692-9762. 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

A Guide to Written Directives Purpose of the Jobsite Inspection When the Registrar receives a complaint against a contractor’s license, the Registrar generally schedules a Jobsite Inspection. The Jobsite Inspection serves two purposes: 1. To give the contractor an opportunity to inspect the complaint items; and 2. To give the Registrar an opportunity to determine if the contractor’s work violates Arizona law.

What to expect after a Jobsite Inspection After doing a Jobsite Inspection, the Registrar’s Investigator will determine whether the allegations listed in the complaint are supported. ● If the allegations are confirmed, the Registrar’s Investigator may issue a Written Directive telling the contractor to correct the poor or incomplete work. ● If the allegations are not confirmed, the Registrar’s Investigator will close the complaint.

Written Directives Access: In order to use the administrative process offered by the Registrar, a property owner must provide reasonable access to allow the contractor to fix their work as directed by the Registrar in a Written Directive. Complainants may not put any additional, unnecessary restrictions on the Respondent above and beyond the initial contract requirements agreed upon at the beginning of the project. Respondents are required to make repairs on items identified on any Written Directive, not otherwise restricted by local code or HOA limitations. Complainants must make access available to the Respondent to make the required repairs and failure to provide reasonable access may result in the Registrar dismissing the complaint.

Contractor obligations: The Written Directive will set a deadline for compliance. This is the period of time determined by the Investigator as necessary to complete the items listed in the Directive. ● The deadline for compliance assumes the contractor will promptly begin working on the items listed in the Directive. ● Do not wait. Both parties should communicate quickly to schedule the work.

Extensions: If good cause exists to extend this deadline, either party may submit a written request to the Investigator. The Registrar will review requests for extension and determine if the Directive should be extended.

Manner and method of performance: The Registrar does not provide specific instructions for how to correct poor work. A licensed contractor is expected to have the skill and professionalism to complete the work. Moreover, the complainant may not dictate the manner of repair. If the contractor fails to appropriately correct the work according to the contract, the Registrar will issue a citation.

Compliance Inspection: After the Written Directive expires, the Registrar’s Investigator will contact the complainant to determine if the contractor performed any corrective work. ● If the contractor did corrective work, the Investigator may schedule a Compliance Inspection to determine if the poor work is corrected. ● If the contractor did not perform any corrective work, the Registrar’s Investigator will not do a Compliance Inspection and will determine whether to issue a citation based on the administrative record.

Work performed after the directive ends: After the Directive period ends, a property owner may choose to allow the contractor to continue its work. The Registrar encourages parties to work cooperatively, but cannot 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

require a homeowner to continue to allow a contractor access to the property after the Directive period ends in order for the administrative process to continue. Denying access after the Directive ends is not grounds to close or dismiss a complaint.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Within AZ 877.692.9762 · Fax 602.542.1599 · roc.az.gov C008 05/21 Complaint # 2023-03611 P 1 JSI PHOTOS J Complaint # 2023-03611 P 2 JSI PHOTOS J Complaint # 2023-03611 P 3 JSI PHOTOS J Complaint # 2023-03611 P 4 JSI PHOTOS J Complaint # 2023-03611 P 5 JSI PHOTOS J Complaint # 2023-03611 P 6 JSI PHOTOS J Complaint # 2023-03611 P 7 JSI PHOTOS J Complaint # 2023-03611 P 8 JSI PHOTOS J Complaint # 2023-03611 P 9 JSI PHOTOS J Complaint # 2023-03611 P 10 JSI PHOTOS J Complaint # 2023-03611 P 11 JSI PHOTOS J Complaint # 2023-03611 P 12 JSI PHOTOS J 5/17/23, 9:08 AM State of Arizona Mail - NEW ROC Complaint 2023-03611

Christopher Allison <[email redacted]>

NEW ROC Complaint 2023-03611 jasent montano <[email redacted]> Thu, Apr 27, 2023 at 8:16 AM To: Christopher Allison <[email redacted]> Cc: jasent montano <[email redacted]>

Hi Chris,

Thanks for taking my call and having a discussion with me regarding this complaint yesterday. I'm attaching the contract, permit, and city approved plans for reference.

Contract: - The contract scope was to provide project management for their home build as outlined in Article 1. I never agreed to act as a general contractor assuming all liability for the project due to the nature of these mountain home builds and the unpredictability that is associated with them. Article 5 has general provisions which state all subcontractors warrant their work.

Permit: - The building permit was issued as an owner builder permit. I'm listed as a contractor on permit but only for terms in contract (management).

Approved Plans: - I'll send these in separate email since the file is large. Building and structural engineering plans.

Framing Related: - I was subcontracted to do the framing: The hold downs were installed per sheet A210. There was concern that there aren't hold downs at the master bedroom and master shower area however they aren't called out on plan. Concern was brought up after the walls were covered up and after inspections were completed. This work would be outside of the framing contract since it was per approved plans. - I did agree to take a look at hanger issues and other small punch list items the designer (who was inspecting the project along the way) pointed out needing attention. I was waiting for clarification and as built options from the designer, a request was sent to the owner via email. ( I can provide email chain if needed) - The floor trusses mfg came out to the site due to truss plates that had come loose and inspected all floor and roof trusses and approved any repairs done, repaired any issues they found. I have email from them if needed. - We also installed additional flooring screws throughout the house (at least 300 additional) when floor creaking was first observed. That's when the loose truss plates were discovered and repaired. -The floor deflection could be remedied but would require additional beams, piers. It was built per plan and all flooring trusses were engineered, beams were engineered.

Siding: - I was contracted to do the siding - I thought we had buttoned up all loose ends regarding siding. If there are any areas that need rework we will re-visit. - The window sills were approved by Jerry Hargis. My installer built one for him to approve. If it doesn't meet a code requirement we can revisit. It was inspected by the city and approved so I believe it meets code.

Other: - I believe all other items fall outside of the framing/siding area I was subcontracted for. - The city did come out and inspect per plan and discussed in detail with the field inspector - As built conditions occur as you know and any issues the designer may have could be remedied by alternative fixes from the plan. Unfortunately this happens with custom complex homes.

A separate email will follow with the approved plans and engineering.

Best Regards, Jase Montano 480-662-4647

[Quoted text hidden]

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permmsgid=msg-f:[number redacted]&simpl=msg-f:[number redacted] 1/2 5/17/23, 9:08 AM State of Arizona Mail - NEW ROC Complaint 2023-03611

attachments Hargis Managment contract SIGNED.pdf 1100K PY2103-031.pdf 3902K

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permmsgid=msg-f:[number redacted]&simpl=msg-f:[number redacted] 2/2 5IJTUBCMFEPFTOPUSFQSFTFOU 1BZTPO1MFBTFTFFBUUBDIFE 5PXOPG1BTZPO(FOFSBMOPUFT

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 11. Minimum crawl hole size in floors is 18”x24”, in exterior walls is 16”x24” with a light required 23. Solid blocking required within a joist depth laterally at beams and girders (conventional floor 28. Weep screeds are required for stucco systems –R703.6.2.1 –R408.4 framing) –R502.7 29. Stone and Masonry (not adhered) veneer is limited to 30’ above grade and must be flashed 12. Concrete floors shall have a vapor retarder installed between concrete and base course. 24. Floor joist exceeding 2x12 need solid blocking at intervals not exceeding 8’ O.C. R502.7.1 at the base and have weep holes in the first course. (R703.7)/Table R703.7(1) Unless a free draining soil is used in base preparation R506.2.2 and .3 25. Provide proper post to beam connections –R502.9 30. Adhered Masonry veneer must be installed min. 4” above earth, Min. 2” above paved areas, 13. Bond beams are required at structurally connected walls and floors and at top of walls – 26. Provide floor sheathing sizes –R503.1 or Min. ½” above exterior walks supported by same foundation that supports exterior wall. R606.11 – Figures 606.11 (1-3) 27. Floor insulation shall be installed in permanent contact with the subfloor decking. 3-1/2” corrosion resistant screed or flashing; 26 gauge plastic or galvanized, shall be 14. Masonry bed joints are not to exceed 3/8” except starter course that may be ¼”-3/4” – N1102.2.7 installed to extend a min. of 1” below the foundation plate line. The water resistive barrier R606.3.1 shall overlap the attachment flange. R703.12 15. Terminate grout lifts min. 1” below top of block except at top of wall. R606.3.5.1 WALL CONSTRUCTION: 31. Exterior grade plywood is required on overhangs, or Exposure 1 approved structural panel 16. Cleanouts are required for reinforced hollow unit masonry walls to be grouted at intervals 1. Provide structural elevation showing footing through to roof typical framing –R106.1 may be used. –R803.2.1.1 exceeding 64” with special inspection required for grout pours exceeding 64”. Grout may 2. Braced Wall Lines and Panels must be identified on plans R106.1.3 32. Specify Manufacturer model and approved testing number for factory built fireplaces, or not be pumped in greater than 8’ lifts even with special inspection. –R606.3.5.1 3. Garage cannot open to bedroom –R302.5.1 woodstoves –R1004.1 Building Department 2018 IRC Plan Review Check Sheet 17. UFER ground wire is to be installed in footing and will be inspected at footing inspection – 4. Fire-blocking is required in accordance with section -R302.11. 33. Fireplace & chimney details, with hearth minimum 16” out and 8” to each side of opening, Revised 7/14/20 E3603.1 5. Penetration sealing is required –R302.11 (4.) minimum 2” clearance to combustibles unless 12” or more away from flue lining, then no Date:__________________ 18. Stem walls shall have at least one #4 rebar within 6” of top of wall, with #4 rebar as vertical 6. Fire rated construction required on garage side of wall between house and attached garage clearance is required. Also, if an approved fire chimney liner is used, no separation from and horizontal reinforcement at 4’ O.C. – Town of Payson Amendment. up to roof sheathing, or ceiling and walls supporting ceiling must be rated. No unprotected the chimney is required for masonry built fireplaces. Install 20” minimum hearth if fireplace Job Address:_____________________________________________________________ opening permitted. Doors shall be 1-3/8” solid core, or have 20 minute rating label attached opening is 6sq. ft. or larger –R1001.10 –1001.11 FLOOR CONSTRUCTION: with minimum 2 self-closing hinges –R302.6 as amended by Town of Payson 34. Sunrooms with thermal isolation and enclosing conditioned spaces shall have fenestration 1. A sub floor inspection is required for slabs on grade and wood floor crawl space if less than 7. Walls and soffits under stairs are required to be fire rated –R302.7 as amended by the with a maximum U-factor of 0.45 and a maximum skylight U-factor of 0.70. N1102.3.5 SITE PLAN: 4’ from bottom of floor joists –R104.10 T.O.P 1. Dimension required minimum setbacks as well as actual 2. Minimum under-floor insulation (other than slab) R-19 Town of Payson Amendment. 8. Habitable rooms must have 8% of floor area for light and 4% of floor area for ventilation – ROOF CONSTRUCTION: 2. Dimension Building Footprint 3. The use of engineered floor trusses will require that an engineered floor truss plan depicting R303.1 1. Roof framing plan is required showing layout and connections –R106.1.1 3. Dimension of Property w/property lines. layout be submitted –R106.1.1 9. Bathrooms require mechanical ventilation if no exterior openings 50 CFM intermittently – 2. Minimum ceiling height in hallways, kitchens and habitable spaces is 7’.Bathrooms toilet 4. Distance to all buildings on property. 4. Garages shall slope to door, or have drains. (R309.1) R303.3 rooms and laundry rooms 6’8” –R305.1 See Exceptions: 5. Show Easements 5. Automatic garage door openers shall be listed in accordance with UL 325. (R309.4) 10. All interior and exterior stairways shall be illuminated with light activation for interior stairs 3. Foam plastic insulation shall be separated from the interior of the building by a thermal 6. Provide nearest fire hydrant location, if a property established after 10/2015 6. Landings are required at the one required main entry door within 1-1/2” of top of threshold. available at top and bottom of stairway. Exterior stairways shall be controlled from inside of barrier. R316 7. List driveway type and width Other doors may have up to an 8” step down to exterior landing, or to stairs with no more dwelling unit –R303.7 4. Prior to the placement of roofing paper a roof nailing inspection is required. The roof should 8. Show property topography and planned drainage than two risers provided the door does not swing over the exterior stairs, or landing that is 11. Every dwelling unit shall have at least one room 120 s.f. other habitable rooms 70 sq. ft. be nailed with 8d commons Table R602.3. (1) -6”@ edges and 12” in field 9. Provide Address on all pages of plans. more than 8” below the threshold. –R311.3 Except kitchens–R304. 5. Minimum sheathing spaces and sizes –Table R602.3 (1) 7. Decks and porches shall be positively attached. No nails subject to withdrawal. (R311.5) 12. Safety glazing is required to be permanently labeled into glass –R308.1 6. Rafter/Ceiling joists spans are required to be shown –R106.1.1 - Table R802.4. MISSCELLANEOUS: 8. Ledger attachment shall be incompliance with R 507. Lateral connections shall be installed 13. Safety glass hazardous locations R308.4 including wet areas. R308.4.2 Glazing adjacent 7. Truss specifications including layout engineered connections are required to be shown – 1. List currently adopted codes on cover page of plans: 2018 IRC per IRC106.1.1 per Figure R507.9.2(1) or (2) to doors. R308.4.5 and Adjacent to stairs 308.4.6 & 308.4.7 R802.10 2. In accordance with the tables at the end of this document, minimum insulation values must be 9. Deck design criteria per R507 14. All required egress windows shall have a minimum of 5.7sq. ft. of openable area. Min. 24” 8. Laterally block rafters and trusses at bearing –R802.10.3 listed on plans. 10. Ledgers attached to masonry walls shall be a minimum of 3” thick. Figure 606.11(1) clear height, Minimum 20” clear width installed so that the bottom of the window opening is 9. Provide calculations for roof ventilation at 1 sq. ft. for every 150 sq. ft. of area –R806.2 3. Address of project must be clearly placed on each page of prints –IRC106.1.1 11. Floors above adjacent levels, more than 30” difference in height require installation of a 36” not more than 44” above finished floor elevation –R310.1 and as amended by T.O.P. 10. Flashings shall be installed at wall and roof intersections; if metal shall be min. 26 gauge. 4. List area of house, garages and decks, or covered porches on plans –IRC106.1.1 guardrail with no space that a 4” ball can pass through –R312 15. Basements in homes that are equipped with an automatic sprinkler system installed per R903.2. Step or continuous flashing required for side wall, min. 4” in height. R905.2.8 5. Additional plan review charges required by changes, additions, or revisions to reviewed plans 12. Foam plastic insulation must have a thermal barrier. R316.4 Section P2904 shall not be required to have emergency egress openings provided that the 11. Parapet walls shall be properly coped with noncombustible, weather proof material of a will be charged at $70.00 per hour with a minimum 1/2 hour charge. 13. Under-floor minimum clearances 18” to underside of joists, 12” minimum to underside of basement has either one means of egress complying with R311 and one emergency width equal to wall thickness. R606.4 6. Install all listed appliances per manufacturer’s listings & installation requirements beams –R317.1 escape and rescue opening, or two means of egress complying with R311. 12. Asphalt shingles installed on pitches 2/12 and over. R905.2.2 14. Treated plate is required on masonry interior and exterior walls if no vapor barrier, exterior 16. Habitable attics require egress window. R310.1 and smoke detectors R314.3 13. Minimum 4/12 roof pitch for shingles, except that 2-1/2:12 to 3-1/2:12 require 50% paper only if V.B installed –R317.1 17. Minimum one exit door required 3’ X 6’8” -R311 lap –R905.2.2 FOUNDATIONS: 15. Protection against termites shall be chemical soil treatment and/or pressure preservative 18. Hallway width, min. 36” (R311.6) 14. Added roof weight must be considered on roof calculations (tile roofs) –R905.3.7 1. Provide Address numbers that are readable from the street, prior to first inspection R319.1 treatment and naturally resistive wood –R318 19. Window fall protection shall be provided where window openings are 72” or more above 15. The thickness of blown in, or sprayed roof/ceiling insulation (fiberglass or cellulose) shall be 2. Min. 18” below grade. Table R301.2(1) 16. Type B dwelling units for Townhouses. (R320.1) finished grade, or surface below and the lowest opening of the window is 24” or less above verified with installed markers. N1101.12.1.1 3. Soil compaction tests are required for non-structural slabs on grade that are 4’, or more 17. Fire protection of underside of floors is required unless crawl space is not intended for the floor, operable mechanisms shall not permit the window to open more than 4”. R312.2 16. Ceilings with attic spaces and when Sec. N1102.1.1 would require R-38 in ceiling, R-30 above natural grade. R401.4 storage and has no equipment, area of up to 80 sq. ft can be blocked and separated, or 20. 313.1 An automatic residential fire sprinkler system shall be installed in townhouses. shall be deemed to satisfy the requirements for R-38 wherever the full height of 4. Footing widths shall be as required by Table 403.1(1) &(2) and be called out on the plans. conventional 2x10’s or deeper are used. R302.13 (R313.1) uncompressed R-30 extends over the wall top plate at the eaves. N1102.2.1. 5. Stepped foundations are required when grade exceeds 1’/10’ ratio –R403.1.5 18. Stairway min. width 36” Maximum stair height 8” Minimum tread run 10” with no variation 21. Habitable Attics shall not be considered a story when all four provisions of R325.6 are 17. Ceilings without attics and where Sec. N1102.1.1 would require insulation levels above R- 6. Anchor bolts min. 7” in masonry or concrete, min. 2 per board 6’ max. apart within 12” of more than 3/8” widest to narrowest or shortest to tallest. Minimum 6’ 8” headroom height, complied with. 30 and the design of the roof/ceiling assembly does not allow sufficient space for the ends and installed within middle 3rd of plate. –R403.1.6 Max. 12’7” vertical height between landings, four or more risers require a handrail 34”-38” 22. Studs supporting two floors and a ceiling must be 2 x 6- 16” O.C. –Table R602.3 required insulation, the minimum required insulation shall be R-30. 7. Footings adjacent to slopes. (R403.1.7) vertically above stair nosing –R311.7 as amended by Town of Payson 23. Stud height is limited to 12’ max Table 602.3(6) As modified by TOP amendment. 18. Air baffles shall be installed for air permeable insulation adjacent to soffits and eave vents 8. Isolated Masonry piers height shall not exceed 4 times the width (hollow) or 10 times the 19. Alternating Tread Devices can be installed for lofts and mezzanines 200 sq. ft or less per 24. 6d common Minimum shear nailing for shear panels –Table R602.3 (1) (30) N1102.3 width (fully grouted)R404.1.9 R311.7.11 25. Header sizes must be called out on plans including garage doors. Single headers are 19. Access doors (attics and crawl spaces) from conditioned to unconditioned spaces, shall be 9. Foundation drainage provisions must be made in accordance with R405 20. Dimensional lumber floor joist spans –Table R502.3.1 (1) Table R502.3.1 (2) recognized –R602.7 King Studs shall be doubled at 10’ and greater.R602.7.5 weather stripped and insulation shall be installed to the same level as surrounding surfaces. 10. Under-floor ventilation must be installed at a rate of 1sq. ft. for every 150sq. ft. of area, 21. Double floor joists are required under parallel bearing walls –R502.4 26. Diagonal bracing and shear requirements per Sec. R602.10 N1102. 2.4 unless exception or, un-vented. –R408 22. Floor beam spans –Table R502.5 (1&2) 27. Garage front returns require 4’, or at least 16” up to 10’with hold downs fully sheared on one side – 24” for 2-story with hold downs sheared on one side. R602.10

20. Minimum attic access is 22” x 30” with switched light & minimum 30” headroom –R807.1 - 25. Tamper resistant receptacles shall be installed except for receptacles that are more than 25. Gas piping shall be pressure tested before final inspection with a minimum of 10 PSI for 15 M1305.1.3 5.5 ft. above the floor, or are part of a luminaire, or are part of equipment with dedicated minutes G2417 space. E4002.14 26. Above ground piping outdoors must be installed with Min. 3-1/2” clearance above ground or ELECTRICAL: 26. All fixtures are required to be grounded –E4003.3 above roofs G2419.4 1. Smoke detectors 120/V W/battery backup interconnected in bedrooms, halls, vaulted 27. Closet lighting surface mounted, no closer to shelf than 12” for incandescent, or 6” for 27. Maximum length of appliance connectors is 6’. G2422.1.2.1 ceilings and habitable attics installed per NFPA 72, manufacturer’s installation instructions. fluorescent/recessed with completely enclosed lamps E4003.12 (R314) Must be installed not less than 3’ horizontally from door or opening of a bathroom PLUMBING: that contains a tub or shower. When more than one CO detector is required, they must be MECHANICAL: 1. Location and type of water heater is required on plans –R106.1.1 interconnected. CO alarms must be hard wired. 1. Location, type & size of HVAC equipment are required to be noted on plans. –R106.1 2. When circulating hot water systems are installed, a readily accessible manual switch that will 2. Carbon Monoxide Alarms-Outside sleeping area where fuel fired equipment is used, or Calculations shall be provided showing how the size of the unit and size of the ductwork turn off the hot-water circulating pump when not in use, or during prolonged periods of no use. where there is an attached garage. R315 Must be hard wired and interconnected. were determined. A timer may be used to satisfy this requirement. N1103.4.1 3. See section R324 for rooftop mounted photovoltaic system requirements. 2. Every dwelling unit shall be provided with heating facilities capable of maintaining 68 degrees 3. The building shall be provided with ventilation that meets the requirements of M1507. 4. Electrical in party walls to be installed per –E3402.2 or UL-263 Fahrenheit at 3’ above the floor –R303.10 4. Fuel fired water heaters prohibited in storage closets. Water heaters installed in bedrooms or 5. Metallic water and interior gas piping Is required to be bonded to electrical services – 3. New wood burning appliances shall have tight fitting flue dampers and outdoor combustion air. bathrooms shall be in a sealed enclosure, so that combustion air will not be taken from the living E3609.6 – 3609.7 N1102.4.2 space. –M2005.2 6. Size electrical service 100 amp minimum, permanently identify breakers E3602.1 4. At least one thermostat shall be provided for each separate HVAC System. N1103.1 5. An accessible shut off valve is required at all gas appliances –G2420.5 7. If a ground rod is the grounding means, two are required spaced at least 6’ apart. E3608.4 5. Access to attic furnaces shall not exceed 20 ft. W/Minimum 22” wide, 30” high unobstructed 6. Pressure testing of plumbing required at Frame Inspection –P2503 8. A minimum of 2 separate 20 Amp circuits are required to be installed in kitchens –E3703.2 passage to the unit and a minimum 30” x 30” working platform at the service side of the unit, 7. Plumbing pipes shall not be directly embedded into concrete and shall be sleeved –P2603.3 & 9. A 20 Amp dedicated circuit is required for bathroom receptacles –E3703.4 with a 20 Amp outlet and switched light –M1305. 2603.4 10. Panel boards shall be readily accessible, not be exposed to physical damage, not be 6. Mechanical equipment shall be installed on the ground shall be installed a min. 3” above grade. 8. Access panels required for plumbing fixtures with concealed slip-joint connections and located where easily ignitable material is present, such as in clothes closets, in bathrooms, Suspended units shall be min. 6” above grade. M1305.1.3.1 circulation pumps. –P2704.1 & P2720.1 over steps in a stairway, more than 6’ 7” to highest disconnect –E3705.7 7. Appliances shall not be installed in a location subject to vehicle damage except where protected 9. Water closets shall be located in a 30” wide clear area, with 21” clear in front –Figure P2705.1 11. Receptacles that are controlled by a wall switch are no longer counted as contributing to the by approved barriers. (No longer limited to just the garage) –M1307.3.1 (5) required receptacle spacing unless the outlet is split and only one of the duplex receptacles 8. Condensate lines are to be installed with uniform slope minimum secondary condensate is to be 10. Washing machine standpipe 18’’ to 42’’ above trap weir, –P2706.1.2 is switched.(1/2 hot) E3903 not less than ¾” pipe size –M1411 11. Laundry tray standpipes shall be max. 30” above or horizontal to traps that serve them. 12. Receptacles shall be installed so that no point measured horizontally along the floor line of 9. Condensate control is required –M1411.3 P2706.1.2.1 any wall space is more than 6 feet, from a receptacle outlet.–E3901.2.1 10. Cooling equipment installed in an attic or furred space requires a secondary drain pan – 12. Plumbing fixtures that are used for washing or bathing shall not be used to receive discharge of 13. Specific appliances on kitchen counters can be served by a 15amp circuit. E3901.3 M1411.3.1 indirect waste piping. P2706.3 14. Garage receptacles required for each bay, minimum. E3901.9 In addition at least one 120v- 11. Outdoor refrigerant loops shall either be locked, or placed within approved locked enclosures. 13. Pipe water heater T&P line though an air-gap, to the outside with grade not reduced, terminate volt, 20 amp circuit shall be dedicated to the garage. This circuit may have no other outlets, M1411.8 not more than 6” and not less than two pipe diameters above the floor or waste receptor flood except for readily accessible outdoor receptacle outlets. 12. Joints seams and connections in ducts shall be sealed tight. M1601.4.1 level rim –P2804.6.1. Cannot drain into pan, as amended by the TOP. 15. GFCI protection required for crawl space lighting outlets and in unfinished portions, or areas 13. Vent all moisture exhaust ducts to the exterior, fans, dryer, etc. –M1501.1 14. Full open private water valve required near entrance of water service and ahead of all fixtures – of a basement not intended as habitable rooms. E3902.4 14. Makeup air is required for Gas liquid or solid fuel range supplied kitchen exhaust hood that P2903.9.1 & P2903.9.3 16. GFCI receptacles are required in kitchen, counters require a receptacle if at least 12” wide exceed 400 CFM and must be interlocked to work at all times the exhaust fan is operating. 15. ABS/DWV not approved for the discharge side of sumps and ejectors. Minimum 10 pipe and shall be spaced so that no counter space is more than 24” from one. E3901.4.1 – M1503.6 diameters from stack to discharge point. P3007.3.5 E3902.6 15. Where dryer duct exhaust exceeds 35’ a permanent label or tag is required. M1502.4.6 16. Gray Water Systems. P3009 17. Minimum one exterior outlet in front and one in rear maximum 6’6” above grade, also all 16. Exhaust openings must terminate min. 3’ from property lines operable and non-operable 17. Vent Clearances 3’ above or 10’ away from any window or other openings, or 4’ below–P3103.5 decks and porches, over 20 s.f., that have access to the home are required to have one. openings, above air intakes, 10’ horizontal from air intakes if opening is above. M1504.3 18. Trap arm length maximums: 1-1/2’’= 6’-- 2” = 8’-- 3” = 12’-- 4” = 16’ –Table P3105.1 E3901.7 17. Unconditioned attics and crawl spaces may not be used as a source for Outdoor and Return Air. 19. Each fixture must connect independently to the horizontal wet vent. P3108.1 18. Foyers are no longer treated as a hallway. If over 60 sq.ft. an additional outlet is required at M1602.2 20. Total vent size shall not be less than ½ the required diameter of the drain served –P3113.1 any wall that is at least 3’ long. E3901.11 18. Minimum 30” vertical clearance above range to unprotected combustible material above – 21. Paint all sunlight exposed plastic plumbing pipes with latex paint –Per Manufacturer 19. GFCI protection is required for all unfinished basements, spa areas, all outlets in garages, M1901.1 May be reduced G2447.5 (1-3) bathrooms unfinished accessory buildings and exterior locations, laundry rooms, for 19. Fuel burning appliances are prohibited in a closet, bedroom, or bathrooms except direct vent Town of Payson Insulation and Fenestration Requirements by component automatic dishwashers, in crawl spaces, in unfinished basements–E3902 appliances in bathrooms and bedrooms and for exceptions in section.– G2406.2 Fenestration Skylight Ceiling Wood Mass Wall Floor Basement (c) 20. GFCI controlling outlets may not be behind appliances and must be accessible. E3902.14 20. Combustion air is required within the upper 12” and lower 12” of an FAU enclosure –G2407.6.1 U-Factor (b) U-Factor R-Value Frame Wall R-Value (a) R-value Wall 21. Combination, Arc Fault protection is required for branch circuits that supply outlets installed 21. Raise HVAC equipment that rely on an ignition source for operation located in a hazardous (b) R-Value R-Value in kitchens, dining rooms, family rooms, living rooms, parlors, libraries, dens, bedrooms, location, or in a garage, so that equipment that generates a glow, spark or flame is at least 18” 0.35 0.55 36 19 8/13 19 13 laundry rooms, sunrooms, recreation rooms, closets, hallways and for electrically heated above the floor – Unless the equipment is listed as ignition resistant. G2408.2 floor equipment -E3902. (Branch circuit allowed, provided conduit is run from panel to first 22. Gas piping shall not penetrate building foundation walls at any point below grade and shall be (a) The second R-value applies when more than half the insulation is on the interior of the mass wall. outlet. AFCI is not required where the circuit only serves a fire alarm system. sealed G2415.6 22. Install wall switched controlled lighting to habitable rooms, baths, outside, halls, stairs, 23. Gas piping installed under buildings shall be encased in a conduit of wrought iron, plastic pipe, Town of Payson Equivalent U-Factors (a) (Applicable sections of Table N1102.1.3) garages –E3903.2 or steel pipe. Such conduit shall extend not less than 4’’ outside the building, shall be vented Fenestration Skylight Ceiling Frame Mass Wal Floor Basement Crawl Space 23. Box wire fill shall be in accordance with E3905.12 above grade to the outdoors, and shall be installed so as to prevent the entrance of water and U-Factor U-Factor U-Factor Wall U-Factor U-Factor Wall Wall 24. Fixtures in damp or wet location shall have a weatherproof box and shall be listed for such insects. G2415.8 U-Factor (b) U-Factor U-Factor use –E4002.8, E4002.9 & 4002.10 24. Uncoated threaded or socket welded joints shall not be used in piping in contact with the soil, 0.35 0.55 0.026 0.057 0.098 0.047 0.059 0.065 unless listed for such use. G2415.11.1 (a) Non-fenestration U-factors shall be obtained from a measurement, calculation or an approved source. (b) When more than half the insulation is on the interior, the mass wall U-factors shall be a maximum of 0.087.

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 Driveway not to exceed 30' at roadway

Mar 17, 2021

PY2103-031 304-66-007

1903 E Phoenix CIr Boulder Creek plat 770 lot 7 R1-90 PAD 2.07 AC

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 5SFBUFEXPPEMFEHFS NJOJNVNJOXJEUI 5SFBUFEXPPEMFEHFS NJOJNVNJOXJEUI

5SFBUFEXPPEMFEHFS NJOJNVNJOXJEUI

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 8PPEMFEHFSTNVTUCFQSFTTVSFUSFBUFE

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 4FF6OWFOUFE"UUJD/PUF#FMPX

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3

$ $$BSCPO.POPYJEF%FUFDUPS BMTPOFFEFE

0"EEJUJPOBMPVUMFUOFFEFE $ 0

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 CLIENT:

1964 W Faria Lane Phoenix 85023, AZ

PROJECT: Hargis Residence 1903 E. Phoenix Circle Payson, Arizona 85383 JOB No. 21-109

0AYSON"UILDING$EPARTMENT )NTERNATIONAL2ESIDENTIAL#ODE3ET !PPROVED!S.OTED

Apr 16, 2021 89 3 -RE1DPH

-RE1R 6KHHW1R

%\ 0-. 'DWH

%$6,6)25'(6,*1 %XLOGLQJ&RGH ,17(51$7,21$/%8,/',1*&2'(

'HVLJQ/RDGV 522)/,9(/2

#39; 36) UHGXFLEOH 522)'/ 36)

)/225/,9(/2

#39; SVI 36) UHGXFLEOH )/225'(

#39;/2

#39; 36)

:,1'/2

#39; 03+:,1'63((' (;32685( &

)RXQGDWLRQV )227,1*66+$//%($52181',6785%('1$7,9(62,/ 0,1,080%(/2:),1,6+('*5

#39;( ,1&+(6 $//2:$%/(62,/%($5,1*9$/8( 36)

&RQFUHWH )¶F SVL#GD\VSHU

amp;,

0DVRQU\ )¶P SVL FRQFUHWHEORFN 0257$5 SVL *5287 SVL

5HLQIRUFLQJ %$56$1'/$5*(5)\ 36, 6WHHO %$56$1'60$//(5)\ 36,

6WUXFWXUDO 6758&785$/67((/)\ 36, 6WHHO %2/76$ :,'()/$1*(67((/6(&7,216)\ 36, 78%8/$567((/)\ 36, 3,3(67((/)\ 36,

*OXH '))9 /DPLQDWHG )E SVL )Y SVL %HDPV )F⊥ SVL ( SVL

:RRG6WXGV :DOOV DQG3RVWV [H[WHULRU')DWRF ;,LQWHULRU+)DWRFXQOHVVUHTXLUHGE\VKHDU 3RVWV 0XOWLSOH[RU[SRVWV') [!') [!') -RE1DPH

-RE1R 6KHHW1R

%\ 0-. 'DWH

'(6,*1/2

#39;6

5RRI 'HDG/RDG SVI

5RRILQJ VKHDWKLQJ 7UXVVHV ,QVXODWLRQ VSULQNOHUV J\SERDUGFHLOLQJ 03 ( 0LVF 727$/

5RRI /LYH/RDG SVI

UHGXFHDEOH 6QRZORDG

)ORRU 'HDG/RDG SVI )ORRU /LYH/RDG SVI SVI )ORRULQJ SVIDWSDWLR IOH[IORRU VKHDWKLQJ 7UXVVHV MRLVWV J\SERDUGFHLOLQJ 6SULQNOHUV 03 ( 0LVF 727$/ -RE1DPH

-RE1R 6KHHW1R

%\ 0-. 'DWH

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

GHFN // )% )ORRU )URP$WWDFKHG7DEOHV8VH$ 5PD[ ; $GGLWLRQDO'/ SOI $OW QRQH )% )ORRU )URP$WWDFKHG7DEOHV8VH$ 5PD[ ; $GGLWLRQDO'/ SOI $OW ; RUODUJHU )% )ORRU )URP$WWDFKHG7DEOHV8VH$ 5PD[ ; $GGLWLRQDO'/ SOI $OW [ RUODUJHU -RE1DPH */8/$0%($0/2

#39;7$%/( SOI )/225 )251250$/'(

#39;/2

#39;$1'/,9(/2

#39;6 -RE1R 6KHHW1R :HVWHUQ)9 %\ 'DWH 6SDQ 6L]H IW ! 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ 6 G ; 0 'HIO 'HIOHFWLRQ LQ

1RWHV 'HVLJQ&ULWHULD )DFWRUV 6KDGHGDUHDLQGLFDWHVJRYHUQLQJYDOXHIRUXQLIRUPORDGDSSOLHGRQWRSRIEHDP )E SVL /RDG'XUDWLRQ &G 6 G LQGLFDWHVVKHDUYDOXHUHGXFHGE\GLVWDQFH G )Y SVL :HW6HUYLFH &P 9DOXHVEDVHGRQWKH1'6 'HIOHFWLRQ ( NVL 9ROXPH &Y 9DULHV / -RE1DPH */8/$0%($0/2

#39;7$%/( SOI 612: )251250$/'(

#39;/2

#39;$1'/,9(/2

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ood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B10 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 4.50 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 4.50 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.328: 1 Maximum Shear Stress Ratio = 0.169 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb: Actual = 886.59psi fv: Actual = 51.54 psi Fb: Allowable = 2,701.21psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.047 ft Location of maximum on span = 13.690 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.182 in Ratio = 956 >=360 Max Upward Transient Deflection -0.094 in Ratio = 636 >=360 Max Downward Total Deflection 0.295 in Ratio = 589 >=240 Max Upward Total Deflection -0.152 in Ratio = 394 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.160 0.084 0.90 1.000 1.00 1.00 1.00 1.00 0.98 2.67 340.50 2126.65 0.72 20.04 238.50 Length = 2.50 ft 2 0.020 0.084 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.34 43.01 2154.72 0.18 20.04 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.213 0.111 1.25 1.000 1.00 1.00 1.00 1.00 0.98 4.90 624.25 2928.29 1.32 36.73 331.25 Length = 2.50 ft 2 0.026 0.111 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 78.85 2989.64 0.32 36.73 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.328 0.169 1.15 1.000 1.00 1.00 1.00 1.00 0.98 6.96 886.59 2701.21 1.85 51.54 304.75 Length = 2.50 ft 2 0.035 0.169 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.76 96.76 2751.28 0.40 51.54 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.189 0.098 1.25 1.000 1.00 1.00 1.00 1.00 0.98 4.34 553.31 2928.29 1.17 32.56 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B10 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.50 ft 2 0.023 0.098 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.55 69.89 2989.64 0.29 32.56 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.278 0.143 1.15 1.000 1.00 1.00 1.00 1.00 0.98 5.89 750.07 2701.21 1.57 43.67 304.75 Length = 2.50 ft 2 0.030 0.143 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.65 83.33 2751.28 0.34 43.67 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.50 ft 1 0.055 0.028 1.60 1.000 1.00 1.00 1.00 1.00 0.97 1.60 204.30 3707.79 0.43 12.02 424.00 Length = 2.50 ft 2 0.007 0.028 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 25.80 3822.74 0.11 12.02 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.2951 7.209 0.0000 0.000 0.0000 7.209 +D+S -0.1519 2.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 1.970 2.683 Overall MINimum 1.211 1.606 D Only 0.760 1.076 +D+Lr 1.393 1.973 +D+S 1.970 2.683 +D+0.750Lr 1.235 1.749 +D+0.750S 1.668 2.281 +0.60D 0.456 0.646 Lr Only 0.633 0.897 S Only 1.211 1.606 Wood Ledger Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: wood ledger to masonry wall 3x8 w/ 3/4" dia anchor at 16" o.c and 5-5/8" embedment.

Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : IBC 2012 General Information Ledger Width 2.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 7.50 in Wood Stress Grade : Douglas Fir-Larch, No.2 Ledger Wood Species Douglas Fir-Larch Fb Allow 900.0 psi G : Specific Gravity 0.5 Fv Allow 180.0 psi

Bolt Diameter 3/4" in Fyb : Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in Concrete as Main Supporting Member Using 6" anchor embedment length in equations. Cm - Wet Service Factor 1.0 Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11E Cg - Group Action Factor 1.0 C /\ - Geometry Factor 1.0

Load Data Dead Roof Live Floor Live Snow Wind Seismic Earth Uniform Load... 175.0 plf plf 420.0 plf 210.0 plf plf plf plf Point Load... lbs lbs lbs lbs lbs lbs lbs Spacing 16.0 in Offset 1.0 in Horizontal Shear lbs lbs lbs lbs lbs lbs lbs Wood Ledger Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: wood ledger to masonry wall 3x8 w/ 3/4" dia anchor at 16" o.c and 5-5/8" embedment. DESIGN SUMMARY Design OK Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination . . . Load Combination . . . for specific gravity & bolt diameter) +D+L +D+L Ledger, Perp to Grain 7,500.0 ksi Moment 88.149 ft-lb Max. Vertical Load 793.33 lbs Ledger, Parallel to Grain 7,500.0 ksi fb : Actual Stress 45.132 psi Bolt Allow Vertical Load 798.85 lbs Supporting Member, Perp to Grain 2,600.0 ksi Fb : Allowable Stress 900.0 psi Supporting Member, Parallel to Grain 5,600.0 ksi Stress Ratio 0.05015 :1 Max. Horizontal Load 0.0 lbs Bolt Allow Horizontal Load 1,535.66 lbs Maximum Ledger Shear Load Combination . . . Angle of Resultant 90.0 deg +D+L Diagonal Component 793.33 lbs Shear 396.669 lbs Allow Diagonal Bolt Force 798.85 lbs fv : Actual Stress 42.311 psi Stress Ratio, Wood @ Bolt 0.9931 :1 Fv : Allowable Stress 120.0 psi Stress Ratio 0.3526 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combination . . +D+L . Resutant Load Angle : Theta = 90.0 deg Ktheta = 1.250 Fe theta = 798.85

Bolt Capacity - Load Perpendicular to Grain Bolt Capacity - Load Parallel to Grain Fem 7,500.0 Fes 2,600.0 Fyb 45,000.0 Fem 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 2.885 Rt 2.40 Re 1.339 Rt 2.40 k1 1.886 k2 1.862 k3 1.110 k1 1.016 k2 1.216 k3 1.167 Im : Eq 11.3-1 Rd = 5.0 Z= 0.0 lbs Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 lbs Is : Eq 11.3-2 Rd = 5.0 Z= 975.0 lbs Is : Eq 11.3-2 Rd = 4.0 Z = 2,625.0 lbs II : Eq 11.3-3 Rd = 4.50 Z= 2,043.21 lbs II : Eq 11.3-3 Rd = 3.60 Z = 2,964.03 lbs IIIm : Eq 11.3-4 Rd = 4.0 Z= 2,321.16 lbs IIIm : Eq 11.3-4 Rd = 3.20 Z = 3,485.0 lbs IIIs : Eq 11.3-5 Rd = 4.0 Z= 798.85 lbs IIIs : Eq 11.3-5 Rd = 3.20 Z = 1,535.66 lbs IV : Eq 11.3-6 Rd = 4.0 Z= 1,070.24 lbs IV : Eq 11.3-6 Rd = 3.20 Z= 1,723.94 lbs min : Basic Design Value = 798.85 lbs Zmin : Basic Design Value = 1,535.66 lbs

Reference design value - Perpendicular to Grain : Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 798.85 lbs Z * CM * CD* Ct * Cg * Cdelta = 1,535.66 lbs Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B11 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.256 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 951.55psi fv: Actual = 77.93 psi Fb: Allowable = 2,714.23psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000 ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio = 1730 >=360 Max Upward Transient Deflection -0.007 in Ratio = 13337 >=360 Max Downward Total Deflection 0.179 in Ratio = 940 >=240 Max Upward Total Deflection -0.013 in Ratio = 7160 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.191 0.144 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.36 408.94 2145.60 1.06 34.39 238.50 Length = 14.0 ft 2 0.192 0.144 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.36 408.94 2133.62 1.06 34.39 238.50 Length = 8.0 ft 3 0.191 0.144 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.36 408.94 2145.60 0.84 34.39 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.252 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.32 749.72 2970.89 1.94 63.04 331.25 Length = 14.0 ft 2 0.255 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.98 4.32 749.72 2944.55 1.94 63.04 331.25 Length = 8.0 ft 3 0.252 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.32 749.72 2970.89 1.54 63.04 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B11 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 8.0 ft 1 0.348 0.256 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.49 951.55 2735.70 2.40 77.93 304.75 Length = 14.0 ft 2 0.351 0.256 1.15 1.000 1.00 1.00 1.00 1.00 0.98 5.49 951.55 2714.23 2.40 77.93 304.75 Length = 8.0 ft 3 0.333 0.256 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.25 910.11 2735.70 1.89 77.93 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.224 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.83 664.53 2970.89 1.72 55.88 331.25 Length = 14.0 ft 2 0.226 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.98 3.83 664.53 2944.55 1.72 55.88 331.25 Length = 8.0 ft 3 0.224 0.169 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.83 664.53 2970.89 1.37 55.88 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.298 0.220 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.70 815.90 2735.70 2.06 67.04 304.75 Length = 14.0 ft 2 0.301 0.220 1.15 1.000 1.00 1.00 1.00 1.00 0.98 4.70 815.90 2714.23 2.06 67.04 304.75 Length = 8.0 ft 3 0.287 0.220 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.52 784.82 2735.70 1.63 67.04 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.065 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.41 245.36 3789.93 0.63 20.63 424.00 Length = 14.0 ft 2 0.066 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.97 1.41 245.36 3740.39 0.63 20.63 424.00 Length = 8.0 ft 3 0.065 0.049 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.41 245.36 3789.93 0.51 20.63 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0090 2.353 +D+Lr -0.0108 6.387 +D+S 2 0.1786 7.059 0.0000 6.387 +D+S 3 0.0033 6.185 +D+S -0.0134 1.681 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.050 5.085 4.797 0.856 Overall MINimum 0.673 2.942 2.654 0.479 D Only 0.377 2.143 2.143 0.377 +D+Lr 0.692 3.928 3.928 0.692 +D+S 1.050 5.085 4.797 0.856 +D+0.750Lr 0.613 3.482 3.482 0.613 +D+0.750S 0.882 4.349 4.133 0.736 +0.60D 0.226 1.286 1.286 0.226 Lr Only 0.314 1.786 1.786 0.314 S Only 0.673 2.942 2.654 0.479 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B11 D.F CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.477: 1 Maximum Shear Stress Ratio = 0.264 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 543.07psi fv: Actual = 54.72 psi Fb: Allowable = 1,137.54psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 0.000 ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio = 3659 >=360 Max Upward Transient Deflection -0.003 in Ratio = 28202 >=360 Max Downward Total Deflection 0.084 in Ratio = 1989 >=240 Max Upward Total Deflection -0.006 in Ratio = 15141 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.261 0.149 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.36 233.39 895.71 1.02 24.14 162.00 Length = 14.0 ft 2 0.261 0.149 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.36 233.39 892.67 1.02 24.14 162.00 Length = 8.0 ft 3 0.261 0.149 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.36 233.39 895.71 0.81 24.14 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.345 0.197 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.32 427.88 1241.44 1.87 44.26 225.00 Length = 14.0 ft 2 0.346 0.197 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.32 427.88 1235.03 1.87 44.26 225.00 Length = 8.0 ft 3 0.345 0.197 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.32 427.88 1241.44 1.48 44.26 225.00 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B11 D.F Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 8.0 ft 1 0.475 0.264 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.49 543.07 1142.83 2.31 54.72 207.00 Length = 14.0 ft 2 0.477 0.264 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.49 543.07 1137.54 2.31 54.72 207.00 Length = 8.0 ft 3 0.455 0.264 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.25 519.42 1142.83 1.81 54.72 207.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.305 0.174 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.83 379.26 1241.44 1.65 39.23 225.00 Length = 14.0 ft 2 0.307 0.174 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.83 379.26 1235.03 1.65 39.23 225.00 Length = 8.0 ft 3 0.305 0.174 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.83 379.26 1241.44 1.31 39.23 225.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.407 0.227 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.70 465.65 1142.83 1.98 47.07 207.00 Length = 14.0 ft 2 0.409 0.227 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.70 465.65 1137.54 1.98 47.07 207.00 Length = 8.0 ft 3 0.392 0.227 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.52 447.91 1142.83 1.56 47.07 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.088 0.050 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.41 140.03 1585.49 0.61 14.48 288.00 Length = 14.0 ft 2 0.089 0.050 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.41 140.03 1573.96 0.61 14.48 288.00 Length = 8.0 ft 3 0.088 0.050 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.41 140.03 1585.49 0.49 14.48 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0042 2.353 +D+Lr -0.0051 6.387 +D+S 2 0.0845 7.059 0.0000 6.387 +D+S 3 0.0015 6.185 +D+S -0.0063 1.681 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.050 5.085 4.797 0.856 Overall MINimum 0.673 2.942 2.654 0.479 D Only 0.377 2.143 2.143 0.377 +D+Lr 0.692 3.928 3.928 0.692 +D+S 1.050 5.085 4.797 0.856 +D+0.750Lr 0.613 3.482 3.482 0.613 +D+0.750S 0.882 4.349 4.133 0.736 +0.60D 0.226 1.286 1.286 0.226 Lr Only 0.314 1.786 1.786 0.314 S Only 0.673 2.942 2.654 0.479 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B12 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.427: 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,164.50psi fv: Actual = 73.31 psi Fb: Allowable = 2,724.24psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 5.911 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.156 in Ratio = 882 >=360 Max Upward Transient Deflection -0.080 in Ratio = 602 >=360 Max Downward Total Deflection 0.284 in Ratio = 486 >=240 Max Upward Total Deflection -0.146 in Ratio = 328 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.027 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.34 58.28 2156.43 1.00 32.44 238.50 Length = 11.50 ft 2 0.244 0.136 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.01 521.75 2139.13 1.00 32.44 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.036 0.180 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 106.84 2993.03 1.83 59.47 331.25 Length = 11.50 ft 2 0.323 0.180 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.52 956.54 2956.91 1.83 59.47 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.055 0.241 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.87 150.55 2754.12 2.25 73.31 304.75 Length = 11.50 ft 2 0.427 0.241 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.71 1,164.50 2724.24 2.25 73.31 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.032 0.159 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.55 94.70 2993.03 1.62 52.72 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B12 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 11.50 ft 2 0.287 0.159 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.89 847.84 2956.91 1.62 52.72 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.046 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.74 127.48 2754.12 1.94 63.09 304.75 Length = 11.50 ft 2 0.368 0.207 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.79 1,003.81 2724.24 1.94 63.09 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.009 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.20 34.97 3828.45 0.60 19.46 424.00 Length = 11.50 ft 2 0.083 0.046 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.80 313.05 3764.14 0.60 19.46 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.1456 0.000 +D+S 2 0.2837 5.846 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.427 2.409 Overall MINimum 1.958 1.334 D Only 1.469 1.075 +D+Lr 2.694 1.970 +D+S 3.427 2.409 +D+0.750Lr 2.387 1.747 +D+0.750S 2.938 2.075 +0.60D 0.882 0.645 Lr Only 1.224 0.896 S Only 1.958 1.334 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B13 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 8.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.424: 1 Maximum Shear Stress Ratio = 0.233 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb: Actual = 1,137.45psi fv: Actual = 70.92 psi Fb: Allowable = 2,685.62psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.626 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.196 in Ratio = 916 >=360 Max Upward Transient Deflection -0.079 in Ratio = 606 >=360 Max Downward Total Deflection 0.355 in Ratio = 506 >=240 Max Upward Total Deflection -0.144 in Ratio = 332 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.017 0.132 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 37.46 2155.19 1.29 31.43 238.50 Length = 15.0 ft 2 0.240 0.132 0.90 1.000 1.00 1.00 1.00 1.00 0.98 5.21 508.26 2118.56 1.29 31.43 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.023 0.174 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 68.68 2990.58 2.36 57.62 331.25 Length = 15.0 ft 2 0.320 0.174 1.25 1.000 1.00 1.00 1.00 1.00 0.97 9.55 931.82 2908.55 2.36 57.62 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.035 0.233 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.99 96.78 2752.06 2.91 70.92 304.75 Length = 15.0 ft 2 0.424 0.233 1.15 1.000 1.00 1.00 1.00 1.00 0.97 11.66 1,137.45 2685.62 2.91 70.92 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.020 0.154 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 60.88 2990.58 2.09 51.07 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 15.0 ft 2 0.284 0.154 1.25 1.000 1.00 1.00 1.00 1.00 0.97 8.47 825.93 2908.55 2.09 51.07 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.030 0.200 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.84 81.95 2752.06 2.50 61.05 304.75 Length = 15.0 ft 2 0.365 0.200 1.15 1.000 1.00 1.00 1.00 1.00 0.97 10.05 980.16 2685.62 2.50 61.05 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.006 0.044 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 22.48 3824.32 0.77 18.86 424.00 Length = 15.0 ft 2 0.083 0.044 1.60 1.000 1.00 1.00 1.00 1.00 0.95 3.13 304.96 3666.24 0.77 18.86 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.1438 0.000 +D+S 2 0.3553 7.626 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.298 3.174 Overall MINimum 2.449 1.759 D Only 1.850 1.414 +D+Lr 3.391 2.593 +D+S 4.298 3.174 +D+0.750Lr 3.006 2.298 +D+0.750S 3.686 2.734 +0.60D 1.110 0.849 Lr Only 1.541 1.179 S Only 2.449 1.759 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B14 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 8.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 1.90, Lr = 2.30 k @ 4.0 ft, (B13) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.408: 1 Maximum Shear Stress Ratio = 0.269 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb: Actual = 1,173.95psi fv: Actual = 89.07 psi Fb: Allowable = 2,878.08psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.022 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio = 1140 >=360 Max Upward Transient Deflection -0.074 in Ratio = 646 >=360 Max Downward Total Deflection 0.323 in Ratio = 594 >=240 Max Upward Total Deflection -0.141 in Ratio = 340 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.014 0.177 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.38 29.60 2154.57 1.95 42.23 238.50 Length = 16.0 ft 2 0.261 0.177 0.90 1.000 1.00 1.00 1.00 1.00 0.98 7.14 550.11 2106.76 1.95 42.23 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.018 0.269 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.70 54.27 2989.33 4.11 89.07 331.25 Length = 16.0 ft 2 0.408 0.269 1.25 1.000 1.00 1.00 1.00 1.00 0.96 15.23 1,173.95 2878.08 4.11 89.07 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.028 0.186 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.99 76.47 2751.01 2.61 56.57 304.75 Length = 16.0 ft 2 0.261 0.186 1.15 1.000 1.00 1.00 1.00 1.00 0.96 9.01 694.88 2661.94 2.61 56.57 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.0 ft 1 0.016 0.234 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.62 48.10 2989.33 3.57 77.36 331.25 Length = 16.0 ft 2 0.354 0.234 1.25 1.000 1.00 1.00 1.00 1.00 0.96 13.21 1,017.99 2878.08 3.57 77.36 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.024 0.174 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.84 64.75 2751.01 2.44 52.98 304.75 Length = 16.0 ft 2 0.246 0.174 1.15 1.000 1.00 1.00 1.00 1.00 0.96 8.48 653.97 2661.94 2.44 52.98 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.005 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.23 17.76 3822.20 1.17 25.34 424.00 Length = 16.0 ft 2 0.092 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.94 4.28 330.06 3598.17 1.17 25.34 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+Lr -0.1411 0.000 +D+Lr 2 0.3232 7.419 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.954 2.062 Overall MINimum 1.366 0.682 D Only 2.409 1.027 +D+Lr 4.954 2.062 +D+S 3.775 1.709 +D+0.750Lr 4.318 1.803 +D+0.750S 3.434 1.539 +0.60D 1.445 0.616 Lr Only 2.545 1.035 S Only 1.366 0.682 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B15 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 6.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 6.0 ft, (ROOF) Point Load : D = 1.90, Lr = 2.30 k @ 4.0 ft, (B13) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.640: 1 Maximum Shear Stress Ratio = 0.316 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,901.67psi fv: Actual = 104.70 psi Fb: Allowable = 2,969.06psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.989 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.113 in Ratio = 902 >=360 Max Upward Transient Deflection -0.079 in Ratio = 606 >=360 Max Downward Total Deflection 0.215 in Ratio = 475 >=240 Max Upward Total Deflection -0.150 in Ratio = 320 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.023 0.211 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.29 49.95 2156.43 1.55 50.38 238.50 Length = 8.50 ft 2 0.417 0.211 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.16 894.10 2144.74 1.55 50.38 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.031 0.316 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.53 91.58 2993.03 3.22 104.70 331.25 Length = 8.50 ft 2 0.640 0.316 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.96 1,901.67 2969.06 3.22 104.70 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.047 0.239 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.74 129.04 2754.12 2.24 72.83 304.75 Length = 8.50 ft 2 0.414 0.239 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.53 1,133.01 2734.19 2.24 72.83 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.0 ft 1 0.027 0.275 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.47 81.17 2993.03 2.80 91.12 331.25 Length = 8.50 ft 2 0.556 0.275 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.51 1,649.77 2969.06 2.80 91.12 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.040 0.221 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.63 109.27 2754.12 2.07 67.22 304.75 Length = 8.50 ft 2 0.393 0.221 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.19 1,073.28 2734.19 2.07 67.22 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.008 0.071 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 29.97 3828.45 0.93 30.23 424.00 Length = 8.50 ft 2 0.142 0.071 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.09 536.46 3786.61 0.93 30.23 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+Lr -0.1496 0.000 +D+Lr 2 0.2147 4.226 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 3.936 3.036 Overall MINimum 1.275 0.711 D Only 1.940 1.472 +D+Lr 3.936 3.036 +D+S 3.214 2.184 +D+0.750Lr 3.437 2.645 +D+0.750S 2.896 2.006 +0.60D 1.164 0.883 Lr Only 1.996 1.564 S Only 1.275 0.711 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B16 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 12.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 12.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.629: 1 Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb: Actual = 1,487.64psi fv: Actual = 95.74 psi Fb: Allowable = 2,366.96psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 11.313 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.359 in Ratio = 752 >=360 Max Upward Transient Deflection -0.099 in Ratio = 484 >=360 Max Downward Total Deflection 0.647 in Ratio = 417 >=240 Max Upward Total Deflection -0.179 in Ratio = 266 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.010 0.178 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.58 21.28 2151.99 2.83 42.49 238.50 Length = 22.50 ft 2 0.334 0.178 0.90 0.946 1.00 1.00 1.00 1.00 0.92 17.94 662.74 1981.30 2.83 42.49 238.50 +D+Lr 0.946 1.00 1.00 1.00 1.00 0.92 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.013 0.235 1.25 1.000 1.00 1.00 1.00 1.00 0.99 1.06 39.02 2984.14 5.19 77.91 331.25 Length = 22.50 ft 2 0.489 0.235 1.25 0.946 1.00 1.00 1.00 1.00 0.83 32.89 1,215.03 2483.16 5.19 77.91 331.25 +D+S 0.946 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.020 0.314 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.49 54.98 2746.68 6.38 95.74 304.75 Length = 22.50 ft 2 0.629 0.314 1.15 0.946 1.00 1.00 1.00 1.00 0.86 40.27 1,487.64 2366.96 6.38 95.74 304.75 +D+0.750Lr 0.946 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.012 0.208 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.94 34.58 2984.14 4.60 69.05 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B16 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 22.50 ft 2 0.434 0.208 1.25 0.946 1.00 1.00 1.00 1.00 0.83 29.15 1,076.96 2483.16 4.60 69.05 331.25 +D+0.750S 0.946 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.017 0.270 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.26 46.55 2746.68 5.49 82.43 304.75 Length = 22.50 ft 2 0.541 0.270 1.15 0.946 1.00 1.00 1.00 1.00 0.86 34.68 1,281.42 2366.96 5.49 82.43 304.75 +0.60D 0.946 1.00 1.00 1.00 1.00 0.86 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.003 0.060 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.35 12.77 3813.31 1.70 25.50 424.00 Length = 22.50 ft 2 0.145 0.060 1.60 0.946 1.00 1.00 1.00 1.00 0.71 10.76 397.65 2738.99 1.70 25.50 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.1792 0.000 +D+S 2 0.6469 11.313 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 8.844 7.224 Overall MINimum 5.003 4.009 D Only 3.842 3.214 +D+Lr 7.043 5.893 +D+S 8.844 7.224 +D+0.750Lr 6.243 5.223 +D+0.750S 7.594 6.222 +0.60D 2.305 1.929 Lr Only 3.201 2.679 S Only 5.003 4.009 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B17 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 1.80, Lr = 2.0 k @ 1.0 ft, (B15) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 12.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) Load for Span Number 4 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.345: 1 Maximum Shear Stress Ratio = 0.389 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 939.85psi fv: Actual = 129.01 psi Fb: Allowable = 2,727.89psi Fv: Allowable = 331.25 psi Load Combination +D+S Load Combination +D+Lr Location of maximum on span = 4.785 ft Location of maximum on span = 1.266 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.110 in Ratio = 1144 >=360 Max Upward Transient Deflection -0.069 in Ratio = 694 >=360 Max Downward Total Deflection 0.168 in Ratio = 748 >=240 Max Upward Total Deflection -0.087 in Ratio = 554 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.156 0.258 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.94 337.17 2156.43 1.89 61.50 238.50 Length = 10.50 ft 2 0.163 0.258 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.02 349.86 2141.17 1.32 61.50 238.50 Length = 10.50 ft 3 0.159 0.258 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.96 339.71 2141.17 0.50 61.50 238.50 Length = 2.0 ft 4 0.012 0.258 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.14 24.98 2156.43 0.09 61.50 238.50 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B17 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.236 0.389 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.06 704.87 2993.03 3.97 129.01 331.25 Length = 10.50 ft 2 0.238 0.389 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.06 704.87 2961.39 2.48 129.01 331.25 Length = 10.50 ft 3 0.203 0.389 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.47 601.12 2961.39 0.91 129.01 331.25 Length = 2.0 ft 4 0.015 0.389 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.26 45.79 2993.03 0.17 129.01 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.137 0.289 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.17 376.72 2754.12 2.71 88.00 304.75 Length = 10.50 ft 2 0.345 0.345 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.42 939.85 2727.89 3.24 105.26 304.75 Length = 10.50 ft 3 0.315 0.345 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.96 859.82 2727.89 1.18 105.26 304.75 Length = 2.0 ft 4 0.020 0.345 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.32 56.20 2754.12 0.21 105.26 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.205 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.53 612.94 2993.03 3.45 112.13 331.25 Length = 10.50 ft 2 0.207 0.339 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.53 612.94 2961.39 2.19 112.13 331.25 Length = 10.50 ft 3 0.181 0.339 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.09 535.76 2961.39 0.81 112.13 331.25 Length = 2.0 ft 4 0.014 0.339 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.23 40.59 2993.03 0.15 112.13 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.133 0.252 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.12 366.83 2754.12 2.36 76.73 304.75 Length = 10.50 ft 2 0.290 0.294 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.56 791.59 2727.89 2.76 89.69 304.75 Length = 10.50 ft 3 0.268 0.294 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.21 729.79 2727.89 1.01 89.69 304.75 Length = 2.0 ft 4 0.018 0.294 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.28 48.39 2754.12 0.18 89.69 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.053 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.17 202.30 3828.45 1.13 36.90 424.00 Length = 10.50 ft 2 0.056 0.087 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.21 209.91 3772.51 0.79 36.90 424.00 Length = 10.50 ft 3 0.054 0.087 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.18 203.82 3772.51 0.30 36.90 424.00 Length = 2.0 ft 4 0.004 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.09 14.99 3828.45 0.05 36.90 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.0866 0.000 +D+S 2 0.1683 5.051 0.0000 0.000 0.0000 5.051 +D+S -0.0431 3.190 +D+S 4 0.0133 2.000 0.0000 3.190 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 6.893 4.959 0.733 Overall MINimum 1.854 2.895 0.384 D Only 3.455 2.064 0.349 +D+Lr 6.893 3.713 0.652 +D+S 5.309 4.959 0.733 +D+0.750Lr 6.033 3.301 0.576 +D+0.750S 4.845 4.235 0.637 +0.60D 2.073 1.239 0.210 Lr Only 3.438 1.649 0.303 S Only 1.854 2.895 0.384 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B18 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 6.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 6.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.038: 1 Maximum Shear Stress Ratio = 0.052 : 1 Section used for this span 5.125x19.5 Section used for this span 5.125x19.5 fb: Actual = 100.68psi fv: Actual = 16.00 psi Fb: Allowable = 2,675.33psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 4.877 ft Location of maximum on span = 2.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 29992 >=360 Max Upward Transient Deflection -0.002 in Ratio = 27460 >=360 Max Downward Total Deflection 0.007 in Ratio = 16201 >=240 Max Upward Total Deflection -0.004 in Ratio = 14074 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.008 0.029 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.45 16.63 2149.82 0.47 7.00 238.50 Length = 9.0 ft 2 0.022 0.029 0.90 1.000 1.00 1.00 1.00 1.00 0.98 1.24 45.87 2113.36 0.47 7.00 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.010 0.039 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.83 30.48 2979.70 0.85 12.83 331.25 Length = 9.0 ft 2 0.029 0.039 1.25 1.000 1.00 1.00 1.00 1.00 0.97 2.28 84.10 2895.38 0.85 12.83 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.016 0.052 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.16 42.95 2742.98 1.07 16.00 304.75 Length = 9.0 ft 2 0.038 0.052 1.15 1.000 1.00 1.00 1.00 1.00 0.97 2.72 100.68 2675.33 1.07 16.00 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.009 0.034 1.25 1.000 1.00 1.00 1.00 1.00 0.99 0.73 27.02 2979.70 0.76 11.37 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B18 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 9.0 ft 2 0.026 0.034 1.25 1.000 1.00 1.00 1.00 1.00 0.97 2.02 74.55 2895.38 0.76 11.37 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.013 0.045 1.15 1.000 1.00 1.00 1.00 1.00 0.99 0.98 36.37 2742.98 0.92 13.75 304.75 Length = 9.0 ft 2 0.033 0.045 1.15 1.000 1.00 1.00 1.00 1.00 0.97 2.35 86.97 2675.33 0.92 13.75 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.003 0.010 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.27 9.98 3805.59 0.28 4.20 424.00 Length = 9.0 ft 2 0.008 0.010 1.60 1.000 1.00 1.00 1.00 1.00 0.95 0.74 27.52 3637.36 0.28 4.20 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.0043 0.000 +D+S 2 0.0067 4.676 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.517 1.329 Overall MINimum 1.459 0.731 D Only 1.058 0.598 +D+Lr 1.940 1.096 +D+S 2.517 1.329 +D+0.750Lr 1.719 0.972 +D+0.750S 2.152 1.146 +0.60D 0.635 0.359 Lr Only 0.882 0.498 S Only 1.459 0.731 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B19 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 2,400.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V8 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 3.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 1.10, Lr = 1.30 k @ 5.50 ft, (B18) Load for Span Number 3 Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.351: 1 Maximum Shear Stress Ratio = 0.153 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb: Actual = 1,035.77psi fv: Actual = 50.63 psi Fb: Allowable = 2,949.49psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.454 ft Location of maximum on span = 2.500 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.088 in Ratio = 1503 >=360 Max Upward Transient Deflection -0.058 in Ratio = 1028 >=360 Max Downward Total Deflection 0.168 in Ratio = 785 >=240 Max Upward Total Deflection -0.111 in Ratio = 538 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.013 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 28.67 2154.72 0.89 24.70 238.50 Length = 11.0 ft 2 0.231 0.104 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.86 492.31 2135.80 0.89 24.70 238.50 Length = 2.50 ft 3 0.013 0.104 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.22 28.67 2154.72 0.12 24.70 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.018 0.153 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.41 52.56 2989.64 1.82 50.63 331.25 Length = 11.0 ft 2 0.351 0.153 1.25 1.000 1.00 1.00 1.00 1.00 0.98 8.13 1,035.77 2949.49 1.82 50.63 331.25 Length = 2.50 ft 3 0.018 0.153 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.41 52.56 2989.64 0.22 50.63 331.25 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.027 0.120 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.58 74.07 2751.28 1.31 36.60 304.75 Length = 11.0 ft 2 0.230 0.120 1.15 1.000 1.00 1.00 1.00 1.00 0.98 4.91 625.18 2718.22 1.31 36.60 304.75 Length = 2.50 ft 3 0.023 0.120 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.51 64.51 2751.28 0.27 36.60 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.016 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 46.59 2989.64 1.58 44.14 331.25 Length = 11.0 ft 2 0.305 0.133 1.25 1.000 1.00 1.00 1.00 1.00 0.98 7.06 899.91 2949.49 1.58 44.14 331.25 Length = 2.50 ft 3 0.016 0.133 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.37 46.59 2989.64 0.19 44.14 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.023 0.110 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.49 62.72 2751.28 1.21 33.63 304.75 Length = 11.0 ft 2 0.218 0.110 1.15 1.000 1.00 1.00 1.00 1.00 0.98 4.65 591.97 2718.22 1.21 33.63 304.75 Length = 2.50 ft 3 0.020 0.110 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.44 55.55 2751.28 0.23 33.63 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.005 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.14 17.20 3822.74 0.53 14.82 424.00 Length = 11.0 ft 2 0.079 0.035 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.32 295.39 3749.99 0.53 14.82 424.00 Length = 2.50 ft 3 0.005 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.13 17.20 3822.74 0.07 14.82 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+Lr -0.1114 0.000 +D+Lr 2 0.1681 5.546 0.0000 0.000 0.0000 5.546 +D+Lr -0.1114 2.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.256 2.256 Overall MINimum 0.787 0.713 D Only 1.126 1.126 +D+Lr 2.256 2.256 +D+S 1.913 1.839 +D+0.750Lr 1.974 1.974 +D+0.750S 1.716 1.661 +0.60D 0.676 0.676 Lr Only 1.130 1.130 S Only 0.787 0.713 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B20 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0240, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) Point Load : D = 1.10, Lr = 1.30 k @ 5.0 ft, (B18) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.448: 1 Maximum Shear Stress Ratio = 0.173 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,326.83psi fv: Actual = 57.35 psi Fb: Allowable = 2,963.36psi Fv: Allowable = 331.25 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 5.000 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.108 in Ratio = 1109 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.208 in Ratio = 576 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.296 0.117 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.65 633.06 2142.08 0.86 27.88 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.448 0.173 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.65 1,326.83 2963.36 1.76 57.35 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.303 0.133 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.78 828.18 2729.51 1.24 40.38 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.389 0.151 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.65 1,153.39 2963.36 1.54 49.99 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.286 0.122 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.49 779.40 2729.51 1.15 37.26 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.101 0.039 1.60 1.000 1.00 1.00 1.00 1.00 0.98 2.19 379.84 3776.17 0.51 16.73 424.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B20 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.2083 5.036 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.860 1.860 Overall MINimum 0.450 0.450 D Only 0.910 0.910 +D+Lr 1.860 1.860 +D+S 1.360 1.360 +D+0.750Lr 1.623 1.623 +D+0.750S 1.248 1.248 +0.60D 0.546 0.546 Lr Only 0.950 0.950 S Only 0.450 0.450 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B21 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 14.50 ft, (ROOF) Point Load : D = 0.60, Lr = 0.740 k @ 2.0 ft, (B18) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.747: 1 Maximum Shear Stress Ratio = 0.447 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb: Actual = 1,995.56psi fv: Actual = 136.11 psi Fb: Allowable = 2,670.25psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.391 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.334 in Ratio = 539 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.560 in Ratio = 321 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.380 0.250 0.90 1.000 1.00 1.00 1.00 1.00 0.98 10.40 801.43 2110.84 2.75 59.60 238.50 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.515 0.343 1.25 1.000 1.00 1.00 1.00 1.00 0.96 19.31 1,488.42 2888.84 5.25 113.77 331.25 +D+S 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.747 0.447 1.15 1.000 1.00 1.00 1.00 1.00 0.97 25.89 1,995.56 2670.25 6.28 136.11 304.75 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.456 0.303 1.25 1.000 1.00 1.00 1.00 1.00 0.96 17.08 1,316.67 2888.84 4.62 100.23 331.25 +D+0.750S 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.636 0.384 1.15 1.000 1.00 1.00 1.00 1.00 0.97 22.01 1,696.98 2670.25 5.40 116.98 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.133 0.084 1.60 1.000 1.00 1.00 1.00 1.00 0.94 6.24 480.86 3622.71 1.65 35.76 424.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B21 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.5598 7.500 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.263 6.823 Overall MINimum 4.133 4.133 D Only 3.130 2.690 +D+Lr 5.946 4.964 +D+S 7.263 6.823 +D+0.750Lr 5.242 4.395 +D+0.750S 6.229 5.789 +0.60D 1.878 1.614 Lr Only 2.816 2.274 S Only 4.133 4.133 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B22 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0240, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 14.50 ft, (ROOF) Point Load : D = 1.10, Lr = 1.30 k @ 8.250 ft, (B18) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.695: 1 Maximum Shear Stress Ratio = 0.394 : 1 Section used for this span 5.125x16.5 Section used for this span 5.125x16.5 fb: Actual = 1,812.88psi fv: Actual = 120.19 psi Fb: Allowable = 2,609.69psi Fv: Allowable = 304.75 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 8.250 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.268 in Ratio = 739 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.488 in Ratio = 405 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.406 0.220 0.90 0.992 1.00 1.00 1.00 1.00 0.96 16.38 845.27 2082.37 2.96 52.50 238.50 +D+Lr 0.992 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.581 0.301 1.25 0.992 1.00 1.00 1.00 1.00 0.94 31.61 1,631.25 2809.04 5.62 99.66 331.25 +D+S 0.992 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.695 0.394 1.15 0.992 1.00 1.00 1.00 1.00 0.95 35.13 1,812.88 2609.69 6.78 120.19 304.75 +D+0.750Lr 0.992 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.511 0.265 1.25 0.992 1.00 1.00 1.00 1.00 0.94 27.80 1,434.76 2809.04 4.95 87.87 331.25 +D+0.750S 0.992 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.602 0.339 1.15 0.992 1.00 1.00 1.00 1.00 0.95 30.44 1,570.98 2609.69 5.82 103.27 304.75 +0.60D 0.992 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 16.50 ft 1 0.148 0.074 1.60 0.992 1.00 1.00 1.00 1.00 0.89 9.83 507.16 3431.94 1.78 31.50 424.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B22 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.4885 8.310 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.967 7.967 Overall MINimum 4.546 4.546 D Only 3.421 3.421 +D+Lr 6.464 6.464 +D+S 7.967 7.967 +D+0.750Lr 5.703 5.703 +D+0.750S 6.830 6.830 +0.60D 2.053 2.053 Lr Only 3.043 3.043 S Only 4.546 4.546 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B23 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0050 ksf, Tributary Width = 12.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.708: 1 Maximum Shear Stress Ratio = 0.119 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 624.35psi fv: Actual = 19.28 psi Fb: Allowable = 882.11psi Fv: Allowable = 162.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 14.500 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0 <360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.810 in Ratio = 429 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 29.0 ft 1 0.708 0.119 0.90 1.000 1.00 1.00 1.00 1.00 0.98 6.31 624.35 882.11 0.81 19.28 162.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 29.0 ft 1 0.246 0.040 1.60 1.000 1.00 1.00 1.00 1.00 0.95 3.78 374.61 1524.19 0.49 11.57 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.8105 14.606 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.870 0.870 Overall MINimum 0.522 0.522 D Only 0.870 0.870 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B23 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +0.60D 0.522 0.522 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B24 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 5.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020, S = 0.030 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.308: 1 Maximum Shear Stress Ratio = 0.262 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 458.00psi fv: Actual = 54.19 psi Fb: Allowable = 1,486.51psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.151 ft Location of maximum on span = 4.553 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2622 >=360 Max Upward Transient Deflection -0.014 in Ratio = 3368 >=360 Max Downward Total Deflection 0.034 in Ratio = 1787 >=240 Max Upward Total Deflection -0.018 in Ratio = 2676 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.129 0.118 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.22 149.95 1164.91 0.25 19.11 162.00 Length = 2.0 ft 2 0.116 0.118 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.20 136.01 1167.89 0.15 19.11 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.186 0.170 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.44 299.90 1614.88 0.49 38.23 225.00 Length = 2.0 ft 2 0.168 0.170 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.40 272.02 1620.88 0.31 38.23 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.308 0.262 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.67 458.00 1486.51 0.70 54.19 207.00 Length = 2.0 ft 2 0.228 0.262 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.50 340.02 1491.53 0.39 54.19 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.162 0.149 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.39 262.41 1614.88 0.43 33.45 225.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.0 ft 2 0.147 0.149 1.25 1.300 1.00 1.00 1.00 1.00 1.00 0.35 238.02 1620.88 0.27 33.45 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.256 0.219 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.56 380.97 1486.51 0.58 45.42 207.00 Length = 2.0 ft 2 0.194 0.219 1.15 1.300 1.00 1.00 1.00 1.00 1.00 0.43 289.02 1491.53 0.33 45.42 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.044 0.040 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.13 89.97 2062.89 0.15 11.47 288.00 Length = 2.0 ft 2 0.039 0.040 1.60 1.300 1.00 1.00 1.00 1.00 1.00 0.12 81.61 2073.17 0.09 11.47 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0336 2.346 0.0000 0.000 0.0000 2.346 +D+S -0.0179 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.625 1.325 Overall MINimum 0.415 0.835 D Only 0.210 0.490 +D+Lr 0.420 0.980 +D+S 0.625 1.325 +D+0.750Lr 0.368 0.858 +D+0.750S 0.521 1.116 +0.60D 0.126 0.294 Lr Only 0.210 0.490 S Only 0.415 0.835 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B25 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.020, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 5.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.415: 1 Maximum Shear Stress Ratio = 0.223 : 1 Section used for this span 4x6 Section used for this span 4x6 fb: Actual = 616.29psi fv: Actual = 46.18 psi Fb: Allowable = 1,486.51psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 2.500 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.033 in Ratio = 1841 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.050 in Ratio = 1206 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.182 0.098 0.90 1.300 1.00 1.00 1.00 1.00 1.00 0.31 212.51 1164.91 0.20 15.93 162.00 +D+Lr 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.263 0.142 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.63 425.03 1614.88 0.41 31.85 225.00 +D+S 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.415 0.223 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.91 616.29 1486.51 0.59 46.18 207.00 +D+0.750Lr 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.230 0.124 1.25 1.300 1.00 1.00 1.00 1.00 0.99 0.55 371.90 1614.88 0.36 27.87 225.00 +D+0.750S 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.347 0.187 1.15 1.300 1.00 1.00 1.00 1.00 0.99 0.76 515.35 1486.51 0.50 38.62 207.00 +0.60D 1.300 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.062 0.033 1.60 1.300 1.00 1.00 1.00 1.00 0.99 0.19 127.51 2062.89 0.12 9.56 288.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B25 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.0497 2.518 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.725 0.725 Overall MINimum 0.475 0.475 D Only 0.250 0.250 +D+Lr 0.500 0.500 +D+S 0.725 0.725 +D+0.750Lr 0.438 0.438 +D+0.750S 0.606 0.606 +0.60D 0.150 0.150 Lr Only 0.250 0.250 S Only 0.475 0.475 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B26 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) Load for Span Number 3 Uniform Load : D = 0.020, Lr = 0.020, S = 0.030 ksf, Tributary Width = 7.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.680: 1 Maximum Shear Stress Ratio = 0.244 : 1 Section used for this span 6x12 Section used for this span 6x12 fb: Actual = 773.96psi fv: Actual = 50.48 psi Fb: Allowable = 1,137.54psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.059 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio = 1217 >=360 Max Upward Transient Deflection -0.060 in Ratio = 798 >=360 Max Downward Total Deflection 0.231 in Ratio = 726 >=240 Max Upward Total Deflection -0.101 in Ratio = 476 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.031 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.28 27.72 898.96 0.85 20.12 162.00 Length = 14.0 ft 2 0.349 0.124 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.15 311.78 892.67 0.85 20.12 162.00 Length = 2.0 ft 3 0.031 0.124 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.28 27.72 898.96 0.15 20.12 162.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.044 0.179 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.56 55.43 1247.97 1.70 40.23 225.00 Length = 14.0 ft 2 0.505 0.179 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.30 623.56 1235.03 1.70 40.23 225.00 Length = 2.0 ft 3 0.044 0.179 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.56 55.43 1247.97 0.29 40.23 225.00 +D+S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B26 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 2.0 ft 1 0.070 0.244 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.81 80.38 1148.28 2.13 50.48 207.00 Length = 14.0 ft 2 0.680 0.244 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.82 773.96 1137.54 2.13 50.48 207.00 Length = 2.0 ft 3 0.060 0.244 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.70 69.29 1148.28 0.36 50.48 207.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.039 0.156 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.49 48.50 1247.97 1.48 35.20 225.00 Length = 14.0 ft 2 0.442 0.156 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.51 545.62 1235.03 1.48 35.20 225.00 Length = 2.0 ft 3 0.039 0.156 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.49 48.50 1247.97 0.26 35.20 225.00 +D+0.750S 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.059 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.68 67.21 1148.28 1.81 42.89 207.00 Length = 14.0 ft 2 0.579 0.207 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.65 658.41 1137.54 1.81 42.89 207.00 Length = 2.0 ft 3 0.051 0.207 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.59 58.90 1148.28 0.31 42.89 207.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.010 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 16.63 1596.64 0.51 12.07 288.00 Length = 14.0 ft 2 0.119 0.042 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.89 187.07 1573.96 0.51 12.07 288.00 Length = 2.0 ft 3 0.010 0.042 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.17 16.63 1596.64 0.09 12.07 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.0997 0.000 +D+S 2 0.2313 7.059 0.0000 0.000 0.0000 7.059 +D+S -0.1006 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.270 3.142 Overall MINimum 2.010 1.882 D Only 1.260 1.260 +D+Lr 2.520 2.520 +D+S 3.270 3.142 +D+0.750Lr 2.205 2.205 +D+0.750S 2.768 2.672 +0.60D 0.756 0.756 Lr Only 1.260 1.260 S Only 2.010 1.882 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B27 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,000.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,000.0 psi Ebend- xx 1,700.0 ksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0 ksi Wood Species : Douglas Fir-Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.020, Lr = 0.020, S = 0.0380 ksf, Tributary Width = 5.0 ft, (ROOF) Load for Span Number 2 Uniform Load : D = 0.020, Lr = 0.020, S = 0.030 ksf, Tributary Width = 5.0 ft, (ROOF) Point Load : D = 1.30, S = 2.0 k @ 7.0 ft, (B26) Load for Span Number 3 Uniform Load : D = 0.020, Lr = 0.020, S = 0.030 ksf, Tributary Width = 3.0 ft, (ROOF) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.801: 1 Maximum Shear Stress Ratio = 0.226 : 1 Section used for this span 8x14 Section used for this span 8x14 fb: Actual = 902.78psi fv: Actual = 46.75 psi Fb: Allowable = 1,127.77psi Fv: Allowable = 207.00 psi Load Combination +D+S Load Combination +D+S Location of maximum on span = 7.059 ft Location of maximum on span = 2.000 ft Span # where maximum occurs = Span # 2 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.122 in Ratio = 1375 >=360 Max Upward Transient Deflection -0.053 in Ratio = 910 >=360 Max Downward Total Deflection 0.203 in Ratio = 828 >=240 Max Upward Total Deflection -0.087 in Ratio = 548 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.012 0.114 0.90 0.987 1.00 1.00 1.00 1.00 1.00 0.20 10.53 887.66 1.25 18.52 162.00 Length = 14.0 ft 2 0.405 0.114 0.90 0.987 1.00 1.00 1.00 1.00 1.00 6.80 358.29 883.95 1.25 18.52 162.00 Length = 2.0 ft 3 0.007 0.114 0.90 0.987 1.00 1.00 1.00 1.00 1.00 0.12 6.32 887.66 0.05 18.52 162.00 +D+Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.017 0.122 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.40 21.07 1232.51 1.85 27.40 225.00 Length = 14.0 ft 2 0.391 0.122 1.25 0.987 1.00 1.00 1.00 1.00 0.99 9.09 478.92 1225.06 1.85 27.40 225.00 Length = 2.0 ft 3 0.010 0.122 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.24 12.64 1232.51 0.11 27.40 225.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: B27 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v +D+S 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.027 0.226 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.58 30.55 1134.00 3.16 46.75 207.00 Length = 14.0 ft 2 0.801 0.226 1.15 0.987 1.00 1.00 1.00 1.00 0.99 17.14 902.78 1127.77 3.16 46.75 207.00 Length = 2.0 ft 3 0.014 0.226 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.30 15.80 1134.00 0.13 46.75 207.00 +D+0.750Lr 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.015 0.112 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.35 18.44 1232.51 1.70 25.18 225.00 Length = 14.0 ft 2 0.366 0.112 1.25 0.987 1.00 1.00 1.00 1.00 0.99 8.52 448.77 1225.06 1.70 25.18 225.00 Length = 2.0 ft 3 0.009 0.112 1.25 0.987 1.00 1.00 1.00 1.00 1.00 0.21 11.06 1232.51 0.09 25.18 225.00 +D+0.750S 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.023 0.192 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.49 25.55 1134.00 2.68 39.69 207.00 Length = 14.0 ft 2 0.680 0.192 1.15 0.987 1.00 1.00 1.00 1.00 0.99 14.55 766.66 1127.77 2.68 39.69 207.00 Length = 2.0 ft 3 0.012 0.192 1.15 0.987 1.00 1.00 1.00 1.00 1.00 0.26 13.43 1134.00 0.11 39.69 207.00 +0.60D 0.987 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.004 0.039 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.12 6.32 1577.16 0.75 11.11 288.00 Length = 14.0 ft 2 0.137 0.039 1.60 0.987 1.00 1.00 1.00 1.00 0.99 4.08 214.97 1564.45 0.75 11.11 288.00 Length = 2.0 ft 3 0.002 0.039 1.60 0.987 1.00 1.00 1.00 1.00 1.00 0.07 3.79 1577.16 0.03 11.11 288.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 +D+S -0.0863 0.000 +D+S 2 0.2028 7.059 0.0000 0.000 0.0000 7.059 +D+S -0.0874 2.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.000 3.680 Overall MINimum 2.444 2.216 D Only 1.556 1.464 +D+Lr 2.461 2.279 +D+S 4.000 3.680 +D+0.750Lr 2.235 2.075 +D+0.750S 3.389 3.126 +0.60D 0.933 0.879 Lr Only 0.906 0.814 S Only 2.444 2.216 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB4 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.060, S = 0.040 ksf, Extent = 0.0 -->> 6.0 ft, Tributary Width = 7.0 ft, (ROOF) Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 6.0 -->> 16.0 ft, Tributary Width = 2.0 ft, (FLOOR) Uniform Load : D = 0.0250, L = 0.040 ksf, Extent = 16.0 -->> 18.50 ft, Tributary Width = 7.0 ft, (FLOOR) Point Load : D = 0.20, L = 0.320 k @ 6.0 ft, (JOIST) Point Load : D = 0.20, L = 0.320 k @ 16.0 ft, (JOIST) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.446: 1 Maximum Shear Stress Ratio = 0.276 : 1 Section used for this span 5.125x13.5 Section used for this span 5.125x13.5 fb: Actual = 1,032.08psi fv: Actual = 73.15 psi Fb: Allowable = 2,314.07psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.009 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.285 in Ratio = 779 >=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.434 in Ratio = 511 >=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.166 0.099 0.90 1.000 1.00 1.00 1.00 1.00 0.97 4.50 346.94 2094.26 1.09 23.53 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.446 0.276 1.00 1.000 1.00 1.00 1.00 1.00 0.96 13.39 1,032.08 2314.07 3.37 73.15 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.231 0.156 1.15 1.000 1.00 1.00 1.00 1.00 0.95 7.90 609.19 2635.69 2.19 47.48 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.303 0.183 1.25 1.000 1.00 1.00 1.00 1.00 0.95 11.17 860.69 2843.66 2.80 60.74 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB4 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 18.50 ft 1 0.401 0.258 1.15 1.000 1.00 1.00 1.00 1.00 0.95 13.72 1,057.43 2635.69 3.63 78.71 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 18.50 ft 1 0.059 0.033 1.60 1.000 1.00 1.00 1.00 1.00 0.92 2.70 208.17 3516.76 0.65 14.12 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.4336 8.912 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.387 3.031 Overall MINimum 1.408 0.272 D Only 1.274 1.113 +D+L 4.017 3.031 +D+S 2.682 1.386 +D+0.750L 3.331 2.552 +D+0.750L+0.750S 4.387 2.756 +0.60D 0.764 0.668 L Only 2.742 1.918 S Only 1.408 0.272 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB5 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.060, S = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR(deck LL=60)) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.382: 1 Maximum Shear Stress Ratio = 0.383 : 1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb: Actual = 702.72psi fv: Actual = 116.70 psi Fb: Allowable = 1,837.34psi Fv: Allowable = 304.75 psi Load Combination +D+L Load Combination +D+0.750L+0.750S Location of maximum on span = 8.000 ft Location of maximum on span = 7.126 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.040 in Ratio = 2386 >=480 Max Upward Transient Deflection -0.012 in Ratio = 8021 >=480 Max Downward Total Deflection 0.069 in Ratio = 1389 >=360 Max Upward Total Deflection -0.013 in Ratio = 7508 >=360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.136 0.126 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.76 224.27 1654.87 1.08 30.10 238.50 Length = 8.0 ft 2 0.136 0.126 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.76 224.27 1654.87 1.08 30.10 238.50 Length = 8.0 ft 3 0.136 0.126 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.76 224.27 1654.87 1.08 30.10 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.382 0.380 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.51 702.72 1837.34 3.61 100.69 265.00 Length = 8.0 ft 2 0.382 0.380 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.51 702.72 1837.34 2.78 100.69 265.00 Length = 8.0 ft 3 0.301 0.380 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.34 553.20 1837.34 2.78 100.69 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 8.0 ft 1 0.189 0.246 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.05 515.55 2730.04 2.69 74.98 304.75 Length = 8.0 ft 2 0.220 0.246 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.64 463.49 2110.45 1.15 74.98 304.75 Length = 8.0 ft 3 0.075 0.246 1.15 1.000 1.00 1.00 1.00 1.00 0.99 1.60 204.13 2730.04 1.02 74.98 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.254 0.251 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.58 583.10 2292.10 2.98 83.04 331.25 Length = 8.0 ft 2 0.254 0.251 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.58 583.10 2292.10 2.35 83.04 331.25 Length = 8.0 ft 3 0.205 0.251 1.25 1.000 1.00 1.00 1.00 1.00 0.99 3.70 470.97 2292.10 2.35 83.04 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.283 0.383 1.15 1.000 1.00 1.00 1.00 1.00 0.99 6.06 772.45 2730.04 4.19 116.70 304.75 Length = 8.0 ft 2 0.361 0.383 1.15 1.000 1.00 1.00 1.00 1.00 0.99 5.98 762.52 2110.45 2.31 116.70 304.75 Length = 8.0 ft 3 0.202 0.383 1.15 1.000 1.00 1.00 1.00 1.00 0.99 3.34 426.11 2110.45 2.31 116.70 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.046 0.043 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.06 134.56 2925.06 0.65 18.06 424.00 Length = 8.0 ft 2 0.046 0.043 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.06 134.56 2925.06 0.65 18.06 424.00 Length = 8.0 ft 3 0.046 0.043 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.06 134.56 2925.06 0.65 18.06 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0691 3.697 0.0000 0.000 0.0000 3.697 +D+0.750L+0.750S -0.0128 2.151 +D+L 3 0.0411 4.437 0.0000 2.151 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.652 7.898 6.116 2.317 Overall MINimum 1.525 2.288 -0.352 0.059 D Only 0.880 2.420 2.420 0.880 +D+L 3.051 7.436 6.116 2.317 +D+S 2.405 4.708 2.068 0.939 +D+0.750L 2.508 6.182 5.192 1.958 +D+0.750L+0.750S 3.652 7.898 4.928 2.002 +0.60D 0.528 1.452 1.452 0.528 L Only 2.171 5.016 3.696 1.437 S Only 1.525 2.288 -0.352 0.059 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB6 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 21.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 21.0 ft, (FLOOR) Point Load : D = 2.90, L = 3.50 k @ 1.50 ft, (B21) Load for Span Number 3 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.669: 1 Maximum Shear Stress Ratio = 0.921 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb: Actual = 1,227.50psi fv: Actual = 244.19 psi Fb: Allowable = 1,834.87psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.000 ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.022 in Ratio = 4392 >=480 Max Upward Transient Deflection -0.001 in Ratio = 77410 >=480 Max Downward Total Deflection 0.038 in Ratio = 2513 >=360 Max Upward Total Deflection -0.002 in Ratio = 39783 >=360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.298 0.432 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.06 493.18 1652.92 4.22 102.95 238.50 Length = 8.0 ft 2 0.298 0.432 0.90 1.000 1.00 1.00 1.00 1.00 0.99 5.06 493.18 1652.92 4.22 102.95 238.50 Length = 8.0 ft 3 0.176 0.432 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.99 291.27 1652.92 1.21 102.95 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.669 0.921 1.00 1.000 1.00 1.00 1.00 1.00 0.99 12.58 1,227.50 1834.87 10.01 244.19 265.00 Length = 8.0 ft 2 0.669 0.921 1.00 1.000 1.00 1.00 1.00 1.00 0.99 12.58 1,227.50 1834.87 10.01 244.19 265.00 Length = 8.0 ft 3 0.398 0.921 1.00 1.000 1.00 1.00 1.00 1.00 0.99 7.49 730.75 1834.87 3.12 244.19 265.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB6 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.456 0.631 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.70 1,043.92 2287.98 8.56 208.88 331.25 Length = 8.0 ft 2 0.456 0.631 1.25 1.000 1.00 1.00 1.00 1.00 0.99 10.70 1,043.92 2287.98 8.56 208.88 331.25 Length = 8.0 ft 3 0.271 0.631 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.36 620.88 2287.98 2.65 208.88 331.25 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.101 0.146 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.03 295.91 2917.63 2.53 61.77 424.00 Length = 8.0 ft 2 0.101 0.146 1.60 1.000 1.00 1.00 1.00 1.00 0.99 3.03 295.91 2917.63 2.53 61.77 424.00 Length = 8.0 ft 3 0.060 0.146 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.79 174.76 2917.63 0.73 61.77 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0321 3.227 D Only -0.0005 7.529 +D+L 2 0.0382 3.832 0.0000 7.529 +D+L 3 0.0122 5.109 +D+L -0.0024 0.807 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 3.887 18.329 9.820 1.924 Overall MINimum 2.419 10.882 5.962 1.197 D Only 1.468 7.447 3.858 0.727 +D+L 3.887 18.329 9.820 1.924 +D+0.750L 3.282 15.609 8.329 1.625 +0.60D 0.881 4.468 2.315 0.436 L Only 2.419 10.882 5.962 1.197 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB7 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250, L = 0.060, S = 0.040 ksf, Tributary Width = 5.50 ft, (FLOOR) Point Load : D = 0.10, L = 2.0 k @ 3.50 ft, (HEADER) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.657: 1 Maximum Shear Stress Ratio = 0.410 : 1 Section used for this span 5.125x12 Section used for this span 5.125x12 fb: Actual = 1,544.00psi fv: Actual = 108.61 psi Fb: Allowable = 2,350.47psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.033 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.339 in Ratio = 503 >=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.472 in Ratio = 362 >=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.169 0.094 0.90 1.000 1.00 1.00 1.00 1.00 0.98 3.67 357.78 2121.26 0.92 22.42 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.657 0.410 1.00 1.000 1.00 1.00 1.00 1.00 0.98 15.83 1,544.00 2350.47 4.45 108.61 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.335 0.182 1.15 1.000 1.00 1.00 1.00 1.00 0.97 9.25 902.45 2690.87 2.27 55.35 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.427 0.263 1.25 1.000 1.00 1.00 1.00 1.00 0.97 12.77 1,246.13 2915.23 3.57 87.07 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.613 0.367 1.15 1.000 1.00 1.00 1.00 1.00 0.97 16.90 1,648.87 2690.87 4.58 111.76 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.058 0.032 1.60 1.000 1.00 1.00 1.00 1.00 0.96 2.20 214.67 3680.54 0.55 13.45 424.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB7 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.4722 7.021 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.126 4.312 Overall MINimum 1.568 1.568 D Only 1.055 1.004 +D+L 4.915 3.847 +D+S 2.623 2.572 +D+0.750L 3.950 3.136 +D+0.750L+0.750S 5.126 4.312 +0.60D 0.633 0.603 L Only 3.860 2.842 S Only 1.568 1.568 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB8 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.060, S = 0.0380 ksf, Tributary Width = 11.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) Load for Span Number 3 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.616: 1 Maximum Shear Stress Ratio = 0.527 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,132.58psi fv: Actual = 139.73 psi Fb: Allowable = 1,838.38psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.000 ft Location of maximum on span = 8.319 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.106 in Ratio = 1017 >=360 Max Upward Transient Deflection -0.024 in Ratio = 3935 >=360 Max Downward Total Deflection 0.177 in Ratio = 608 >=240 Max Upward Total Deflection -0.040 in Ratio = 2418 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.213 0.174 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.03 352.33 1655.69 1.28 41.50 238.50 Length = 8.0 ft 2 0.213 0.174 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.03 352.33 1656.67 1.28 41.50 238.50 Length = 9.0 ft 3 0.213 0.174 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.03 352.33 1655.69 1.28 41.50 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.616 0.527 1.00 1.000 1.00 1.00 1.00 1.00 0.99 6.53 1,132.58 1838.38 4.30 139.73 265.00 Length = 8.0 ft 2 0.616 0.527 1.00 1.000 1.00 1.00 1.00 1.00 0.99 6.53 1,132.58 1839.61 3.29 139.73 265.00 Length = 9.0 ft 3 0.471 0.527 1.00 1.000 1.00 1.00 1.00 1.00 0.99 4.99 865.11 1838.38 3.29 139.73 265.00 +D+S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 9.0 ft 1 0.317 0.335 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.99 865.06 2732.65 3.14 101.99 304.75 Length = 8.0 ft 2 0.361 0.335 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.40 763.72 2113.56 1.26 101.99 304.75 Length = 9.0 ft 3 0.133 0.335 1.15 1.000 1.00 1.00 1.00 1.00 0.99 2.10 363.59 2732.65 1.21 101.99 304.75 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.409 0.348 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.41 937.52 2293.83 3.54 115.17 331.25 Length = 8.0 ft 2 0.408 0.348 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.41 937.52 2295.86 2.78 115.17 331.25 Length = 9.0 ft 3 0.321 0.348 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.25 736.91 2293.83 2.78 115.17 331.25 +D+0.750L+0.750S 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.487 0.527 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.67 1,330.67 2732.65 4.94 160.54 304.75 Length = 8.0 ft 2 0.590 0.527 1.15 1.000 1.00 1.00 1.00 1.00 0.99 7.18 1,246.06 2113.56 2.74 160.54 304.75 Length = 9.0 ft 3 0.277 0.527 1.15 1.000 1.00 1.00 1.00 1.00 0.99 4.36 756.23 2732.65 2.74 160.54 304.75 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.072 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.22 211.40 2928.14 0.77 24.90 424.00 Length = 8.0 ft 2 0.072 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.22 211.40 2931.73 0.77 24.90 424.00 Length = 9.0 ft 3 0.072 0.059 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.22 211.40 2928.14 0.77 24.90 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.1774 4.160 0.0000 0.000 0.0000 4.160 +D+0.750L+0.750S -0.0397 2.958 +D+L 3 0.1124 4.916 0.0000 2.958 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 4.077 8.513 6.439 2.663 Overall MINimum 1.617 2.511 -0.428 0.062 D Only 1.012 2.563 2.563 1.012 +D+L 3.482 7.986 6.439 2.663 +D+S 2.629 5.074 2.135 1.074 +D+0.750L 2.864 6.630 5.470 2.250 +D+0.750L+0.750S 4.077 8.513 5.149 2.297 +0.60D 0.607 1.538 1.538 0.607 L Only 2.470 5.423 3.876 1.651 S Only 1.617 2.511 -0.428 0.062 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB9 CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set : IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination :IBC 2018 Fb - 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 950.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0ksi Wood Grade : 24F-V4 Fv 265.0 psi Eminbend - yy 850.0ksi Ft 1,100.0 psi Density 31.210 pcf Beam Bracing : Completely Unbraced

Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) Load for Span Number 2 Uniform Load : D = 0.0250, L = 0.040 ksf, Tributary Width = 11.0 ft, (FLOOR) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.761: 1 Maximum Shear Stress Ratio = 0.456 : 1 Section used for this span 5.125x9 Section used for this span 5.125x9 fb: Actual = 1,399.00psi fv: Actual = 120.78 psi Fb: Allowable = 1,837.76psi Fv: Allowable = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.500 ft Location of maximum on span = 9.500 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.060 in Ratio = 1884 >=480 Max Upward Transient Deflection 0.000 in Ratio = 0 <480 Max Downward Total Deflection 0.098 in Ratio = 1159 >=360 Max Upward Total Deflection 0.000 in Ratio = 0 <360 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.325 0.195 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.10 538.08 1655.20 1.43 46.45 238.50 Length = 9.50 ft 2 0.325 0.195 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.10 538.08 1655.20 1.43 46.45 238.50 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.761 0.456 1.00 1.000 1.00 1.00 1.00 1.00 0.99 8.07 1,399.00 1837.76 3.71 120.78 265.00 Length = 9.50 ft 2 0.761 0.456 1.00 1.000 1.00 1.00 1.00 1.00 0.99 8.07 1,399.00 1837.76 3.71 120.78 265.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.516 0.309 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.83 1,183.77 2292.80 3.14 102.20 331.25 Length = 9.50 ft 2 0.516 0.309 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.83 1,183.77 2292.80 3.14 102.20 331.25 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.50 ft 1 0.110 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.86 322.85 2926.30 0.86 27.87 424.00 Wood Beam Lic. # : KW-06013451 Edward R Wilson Professional Certifie DESCRIPTION: FB9 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V Ci Cr Cm C t CL M fb F'b V fv F'v Length = 9.50 ft 2 0.110 0.066 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.86 322.85 2926.30 0.86 27.87 424.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L 1 0.0983 4.034 0.0000 0.000 +D+L 2 0.0973 5.520 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 2.547 8.491 2.547 Overall MINimum 1.568 5.225 1.568 D Only 0.980 3.266 0.980 +D+L 2.547 8.491 2.547 +D+0.750L 2.155 7.184 2.155 +0.60D 0.588 1.959 0.588 L Only 1.568 5.225 1.568 RAMADA FOUNDATION KEY PLAN -RE1DPH

-RE1R 6KHHW1R

%\ 0-. 'DWH

:22'32676&+('8/(

)/225 %DVH3ODWH $;,$//2

#39;&$3

amp;,7< . 3RVW :HDN %HDULQJ 0DUN 6L]H $[LV &DSDFLW\ . IW IW IW IW IW IW IW IW 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ XQEUDFHG 3 [ EUDFHG XQEUDFHG 3 [ XQEUDFHG

612: %DVH3ODWH $;,$//2

#39;&$3

amp;,7< . 3RVW :HDN %HDULQJ 0DUN 6L]H $[LV &DSDFLW\ . IW IW IW IW IW IW IW IW 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ XQEUDFHG 3 [ EUDFHG XQEUDFHG 3 [ XQEUDFHG

522) %DVH3ODWH $;,$//2

#39;&$3

amp;,7< . 3RVW :HDN %HDULQJ 0DUN 6L]H $[LV &DSDFLW\ . IW IW IW IW IW IW IW IW 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ EUDFHG 3 [ XQEUDFHG 3 [ EUDFHG XQEUDFHG 3 [ XQEUDFHG 127(6 3RVWVDUH')/ H[FHSW+)IRU[OXPEHU 0XOWLSOH[3RVWVDUHDWWDFKHGWRJHWKHUZLWKGQDLOVDWRFVWDJJHUHG 8VHVLPSVRQSRVWEDVHZKHQORDGH[FHHGVEDVHSODWHEHDULQJFDSDFLW\ %UDFHGLQZHDND[LVGHQRWHVSRVWLVLQZDOODQGDWWDFKHGWRZDOOVKHDWKLQJ 9DOXHVEDVHGRQ1'6 -RE1DPH :22'/,17(//2

#39;7$%/( SOI 612:/2

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

-RE1R 6KHHW1R

%\ 0-. 'DWH

&217,18286)281'$7,216 $OORZDEOH6RLO%HDULQJ3UHVVXUH SVI

&RQWLQXRXV)RRWLQJ:LGWK LQFKHV &RQWLQRXVIRRWLQJFDSDFLW\ SOI

'HWHUPLQHFRQWLQXRXVIRXQGDWLRQFDSDFLW\IURPSRLQWORDG 'HSWKRIIRRWLQJEHORZJUDGH LQFKHV 0LQGHSWKRIIRRWLQJEHORZJUDGHLVGLVWULEXWHGDWD GHJUHHDQJOHIRUHDFKVLGHRIZRRGFROXPQ $VVXPHFROXPQZLGWK LQFKHV 7RWDODUHDRILQIOXHQFHRQFRQFUHWH )WA &RQWLQRXVIRRWLQJFDSDFLW\DWSRVW .LSV

,62/$7(')281'$7,216 7KLFNQHVV &DSDFLW\ 0DUN :LGWK IW /HQJWK IW LQFKHV 5HLQIRUFPHQW .

) (DFK:D\ ) (DFK:D\ ) (DFK:D\ ) (DFK:D\ ) (DFK:D\ ) (DFK:D\ ) (DFK:D\

1RWHV

&RQFUHWH I F SVL 6WHHO )\ NVL EDUVDQGVPDOOHU )\ NVL EDUVDQGODUJHU -RE1DPH

-RE1R 6KHHW1RBBBBBBBBB

%\ 'DWHBBBBBBBBB

/$7(5$/$1$/<6,6

/DWHUDOIRUFHVDUHUHVLVWHGE\DIOH[LEOHZRRGURRIDQGIORRUGLDSKUDJPV WUDQVIHUULQJWRZRRGVKHDUZDOOVRYHUUHLQIRUFHGFRQFUHWHIRXQGDWLRQV /DWHUDODQDO\VLVLVEDVHGRIIRIWKH,QWHUQDWLRQDO%XLOGLQJ&RGH DQGWKH$6&( 7KHIROORZLQJSDJHVFRQWDLQDQDO\VLVIRUZLQGIRUFHVRQO\LQORZVHLVPLF]RQHV ,QPRVWFDVHVZLQGZLOOJRYHUQRYHUVHLVPLFGXHWRUHLJRQDOUHTXLUPHQWV ,QRWKHUDUHDVWKDWKDYHDKLJKHUVHLVPLFVWDQGDUGDVHLVPLFFKHFNLVGRQH LIUHTXLUHGE\WKHUHYLHZGHSDUWPHQW -RE 1DPH

-RE 1R 6KHHW 1R

%\ 'DWH

:LQG/DWHUDO$QDO\VLV:RUNLQJ6WUHVV'HVLJQ $QDO\VLVIURPWKH$6&(IRUWKH,%& &KDSWHU3DUW 5LVN&DWHJRU\ ıı %DVLF:LQG6SHHG PSK VHFRQGJXVW SHU)LJXUH$ 6WUXFWXUH7\SH %XLOGLQJ0DLQ)RUFH5HVLVWLQJ6\VWHP 7DEOH :LQG'LUHFWLRQ)DFWRU.G ([SRVXUH & 7RSRJUDSKLF)DFWRU.]W )LJXUH (QFORVXUH&ODVVLILFDWLRQ (QFORVHG%XLOGLQJ ,QWHUQDO3UHVVXUH&RIILFLHQW*&SL 7DEOH 9HORFLW\3UHVVXUH([SRVXUH&RIILFLHQW.].K 3DUDSHW.].K 9HORFLW\3UHVVXUHT] .] .]W .G 9A 7DEOH T] 0HDQ5RRIKHLJKW] IW (TX 3DUDSHW9HORFLW\3UHVVXUHTS ]J $OSKD 3DUDSHW+HLJKW IW

'HVLJQ:LQGSUHVVXUH SVI IURP)LJXUH$6&( S TK> *&SI *&SL @ ,QWHULRU=RQH (QG=RQH R $QJOH :DOO 5RRI :DOO 5RRI WR 6HHQH[WSDJHIRUFRPELQLQJ :LQZDUGDQG/HHZDUG:LQGV WR

,QWHULRU=RQHVDQG (QG=RQHVDQG ,QWHULRU=RQH SVI (QG=RQH SVI 5RRI +RUL]RQWDO 5RRI +RUL]RQWDO $QJOH R :DOO 6XUIDFH :LQG :DOO 6XUIDFH :LQG ,QWHUSRODWHG GDWD 7UDQVYHUVH 3DUDSHWV!TS> *&SI *FSL @ &ULWHULD (GJH6WULSDLVWKHOHVVHURI SHUFHQWRIWKHOHDVWKRUL]RQWDOGLPHQVLRQ SHUFHUQWRIWKHHDYHKHLJKW %XWQRWOHVVWKDQ SHUFHQWRIWKHOHDVWKRUL]RQWDOGLPHQVLRQ %XWQRWOHVVWKDQIHHW

/HDVWKRUL]RQWDOGLPHQVLRQLQIHHW (DYH+HLJKWLQIHHW (GJH6WULSDLQIHHW (QG=RQHDLQIHHW 86(D -RE1DPH

-RE1R Sheet No.

By Date

/DWHUDO $QDO\VLV :RUNLQJ 6WUHVV 'HVLJQ:LQG $QDO\VLV IURP WKH $6&( IRU WKH ,%& &KDSWHU 3DUW

([WHUQDO 3UHVVXUH &RIILFLHQW ZLWK &SL

,QWHULRU =RQH SVI (QG =RQH SVI R 5RRI 6ORSH $QJOH :DOO 5RRI 5RRI :DOO :DOO ( 5RRI ( 5RRI ( :DOO ( 7UDQVYHUVH WR WR

([WHUQDO 3UHVVXUH &RIILFLHQW ZLWK &SL

,QWHULRU =RQH SVI (QG =RQH SVI R 5RRI 6ORSH $QJOH :DOO 5RRI 5RRI :DOO :DOO ( 5RRI ( 5RRI ( :DOO ( 7UDQVYHUVH WR WR

&RPELQH :LQZDUG DQG /HHZDUG IRU :RUVW &DVH

,QWHULRU =RQH (QG =RQH R $QJOH :DOO 5RRI :DOO 5RRI WR WR 25' 13' 28'

18' 29'

16' 25' 34'

13' 15' 25'

13' 23' 23' 27' 37' -RE1DPH -RE1R 6KHHW1RBBBBBBBBB %\ 'DWHBBBBBBBBB

:$// 3$5$3(7 522) :DOO/LQH =RQH D +HLJKW IW :LGWK IW 7RWDO VI +HLJKW IW :LGWK IW 7RWDO VI +HLJKW IW :LGWK IW IRU7ULDQJOH 7RWDO VI (QG ,QWHULRU (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5

(QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 -RE1R 6KHHW1RBBBBBBBBB %\ 'DWHBBBBBBBBB

:$// 3$5$3(7 522) :DOO/LQH =RQH D +HLJKW IW :LGWK IW 7RWDO VI +HLJKW IW :LGWK IW 7RWDO VI +HLJKW IW :LGWK IW IRU7ULDQJOH 7RWDO VI (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5 (QG / (QG 5 ,QWHULRU / ,QWHULRU 5

(QG / (QG 5 ,QWHULRU / ,QWHULRU 5

(QG / (QG 5 ,QWHULRU / ,QWHULRU 5 -RE1DPH

-RE1R 6KHHW1R

%\ 'DWH +25,=217$/:,1')25&(6 :$// 522) 3$5$3(7 0LQLPXP 7RWDO :DOO 5RRI /RDG $UHD /RDG $UHD /RDG $UHD $GGLWLRQDO 'HVLJQ /RDG&KHFN :DOO/LQH /LQH 3LWFK =RQH SVI VI SVI VI SVI VI )RUFH OEV :LQG/RDG ,%& )RUFH OEV (QG ,QWHULRU

(QG ,QWHULRU

D 6HH)LJXUH E 6HHQH[WSDJHIRUDUHDFDOFXODWLRQV -RE1DPH

-RE1R 6KHHW1R

%\ 'DWH :,1')25&(6 :$// 522) 3$5$3(7 0LQLPXP 7RWDO :DOO 5RRI /RDG $UHD /RDG $UHD /RDG $UHD $GGLWLRQDO 'HVLJQ /RDG&KHFN :DOO/LQH /LQH 3LWFK =RQH SVI VI SVI VI SVI VI )RUFH OEV :LQG/RDG ,%& )RUFH OEV (QG ,QWHULRU

(QG ,QWHULRU

D 6HH)LJXUH E 6HHQH[WSDJHIRUDUHDFDOFXODWLRQV -RE1DPHBBBBBBBBBBBBBBBBBBBBBBBBBBB

-RE1RBBBBBBBBBBBBBB6KHHW1RBBBBBBB

%\BBBBBBBBBBBBBBBBBB'DWHBBBBBBBBBBB

:22'678':$//6+($5:$//6&+('8/( 0$7(5,$/6$77

amp;+0(176$1'9$/8(6$5(3(5&855(17,17(51$7,21$/%8,/',1*&2'( $//2:6,//3/$7($77

amp;+0(17$7 0$5. 0$7(5,$/$1'$77

amp;+0(17 6+($5 )281'$7,216 833(5 127(6 3/) )/2256 81%/2&.(''5<:$//: $%# G 9$/8(6$5()256+($7+,1*2121(6,'(2) G&22/(51$,/6#2& 2&256+27 +)') 2& +(0),525'28*),5)5$0(':$//6 ),(/' ('*(6 3,16#2& '28%/(9$/8(,)6+($7+,1*21%27+6,'(6 81%/2&.(''5<:$//: $%# )256+($5:$//6:,7+6+($7+,1*$33/,('72 G G&22/(51$,/6#2& 2&256+27 %27+6,'(66,//3/$7($77

amp;+0(1763

amp;,1* +)') 2& 6+$//%(+$/)7+(63

amp;,1*6+2:1 ),(/' ('*(6 3,16#2& )5$0,1*$7

#39;-2,1,1*3$1(/('*(66+$// %/2&.(''5<:$//:G %(120,1$/25:,'(5$1'1$,/66+$//%( &22/(51$,/6#2&),(/' $%# G67$**(5(' ('*(62581%/2&.(' 2&256+27 :+(5(3/<:22',6$33/,('21%27+)

amp;(6 +)') 2& '5<:$//:G&22/(51$,/6 3,16#2& 2):$//$1'1$,/63

amp;,1*,6/(667+$12& #2&),(/' ('*(6 3$1(/-2,1766+$//%(2))6(772)$//21 ',))(5(17)5$0,1*0(0%(5625)5$0,1* %/2&.(''5<:$//:G 6+$//%(,1&+120,1$/257+,&.(5$1'1$,/6 &22/(51$,/6#2&),(/' $%# G21(

amp;+6,'(6+$//%(67$**(5(' ('*(62581%/2&.(' 2&256+27 +)') 2& 6+273,1237,21127$//2:$%/($7 '5<:$//:G&22/(51$,/6 3,16#2& (;7(5,25:$//66+273,166+$//%(+,/7,;'1, #2&),(/' ('*(6 ,167$//(':,7+:$6+(56$1'(0%('0(17 3(5,&&(65 %/2&.(''5<:$//:G $%# G &$67,13/

amp;($1&+25%2/760

lt;%( &22/(51$,/6#2&),(/' 2&256+27 +)') 2& 5(3/

amp;(':,7+',$(;3$16,21%2/76$7 ('*(6 3,16#2& 6$0(63

amp;,1*$7,17(5,25:$//621/< %/2&.(''5<:$//:G $%# (;3$16,21%2/766+$//%(,7:5$06(75(' G+(

#39;758%2/7:('*($1&+25:,7+(0%(' &22/(51$,/6#2&),(/' 2&256+27 +)') 2& ,&&(6 ('*(6 3,16#2& 67$**(51$,/6,16,//3/$7( %/2&.('$3$&'; 6+($7+,1*:G1$,/6# +) $%# G 2&$7('*(6$1'2&$7 ') 2& 2& ),(/' 6+($5:$//127(6 %/2&.('$3$&'; 6+($7+,1*:G1$,/6# +) $%# G 2&$7('*(6$1'2&$7 2& 2& 678'63

amp;,1*,1$//6+($5:$//66+$//127 (;&(('2& ),(/' ') $//3$1(/('*(66+$//%(%

amp;.(':,7+ %/2&.('$3$&'; 0,1,080,1&+120,1$/)5$0,1* 6+($7+,1*:G1$,/6# +) $%# G %/2&.,1*6+$//%(3529,'('1($50,' 2&$7('*(6$1'2&$7 2& 2& +(,*+72):$//$76+($7+,1*-2,17 ),(/' ') 63

amp;,1*$33/,(6721$,/,1*$7$//678'6 %/2&.('$3$&'; 723$1'%277203/$7(6$1'%/2&.,1* 6+($7+,1*:G1$,/6# +) $%# G6(($5&+,7(&785$/'5$:,1*6)25 2&$7('*(6$1'2&$7 2& 2&

#39;',7,21$/ ),1,6+('685)

amp;( :$// ),(/' ') &29(5,1*6127127(' %/2&.('$3$&'; 7<3(;'5<:$//6+$//%(3529,'(':+(5( 6+($7+,1*:G1$,/6# +) $%# G,1',&$7('21$5&+ /':*6 )25(;7(5,256+($5:$//686,1*'5<:$// 2&$7('*(6$1'2&$7 2& 2& 86((;7(5,257<3('5<:$//3(5 ),(/' ') $5&+,7(&785$/'5$:,1*6 &2$7678&&2: $%# G *$*(67$3/(6:/(*6# 2&256+27 +)') 2& 2& 3,16#2& -RE1DPH -RE1R 6KHHW1R %\ 'DWH

29(57851,1*+2/'2:16

8QLIRUP'/ ) /DWHUDO)RUFH OEV ) FDQDFWLQHLWKHUGLUHFWLRQ '/ 'HDG/RDG SOI LQFOXGHVZDOOZHLJKW 3 3RLQW/RDG OEV [ GLVWDQFHIURPHQGRIZDOO IW K :DOO+HLJKW IW E :DOO/HQJWK IW 7 +ROGRZQ)RUFH OEV 0RW RYHUWXUQLQJPRPHQW IWOEV 05 5HVLVWLQJ0RPHQW IWOEV

7$ 7%

7DNH0RPHQWVDERXWFRUQHUV$ %

0RW )[K05 $ '/[E 05 % '/[E

0RW 05 7[E 6ROYHIRU7 !7 $ 0 RW±05% E 3HU6HFWLRQRI,%& 7 % 0 RW±05$ E

6WUDS+ROGRZQV &RQFUHWH %ROWHG+ROGRZQV &RQFUHWH 0DVRQU\ 0DVRQU\ 'HVLJQDWLRQ &RQQHFWLRQ 6WHP 'HVLJQDWLRQ &RQQHFWLRQ (GJH$OORZ (GJH$OORZ &RUQHU$OORZ $ /67+' ( +77 % 67+' ) +'4 & 67+' * +'4 ' 67+' + +'4 ,

6WDS+ROGRZQV :RRG 'HVLJQDWLRQ &RQQHFWLRQ 3RVW - 067 . 067 / 067& 067& -RE1DPH

-RE1R 6KHHW1R

%\ 'DWH

3HUIRUDWHG6KHDU:DOOV SHU'HVLJQRI:RRG6WUXFWXUHV %\%UH\HU)ULGOH\&REHHQ SS

) /DWHUDO)RUFHV OEV FDQDFWLQHLWKHUGLUHFWLRQ E :DOO/HQJWK IW K :DOO+HLJKW IW ER 2SHQLQJ/HQJWK KR 2SHQLQJ+HLJKW KIK $GMXVWPHQW:DOO/HQJWK &R $GMXVWPHQW)DFWRU

6KHDUIRUFHVLQWRZDOO 9 )&R[EIK -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

6KHDUZDOO 6: 6: $%+ROGGRZQ +77 +77 6WUDS+ROGGRZQ 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

6KHDUZDOO 6: 6: $%+ROGGRZQ +77 +77 6WUDS+ROGGRZQ 67+' 67+' 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

6KHDUZDOO 6: 6: $%+ROGGRZQ 6WUDS+ROGGRZQ 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

6KHDUZDOO 6: $%+ROGGRZQ 6WUDS+ROGGRZQ 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

6KHDUZDOO 6: $%+ROGGRZQ +77 6WUDS+ROGGRZQ 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

/LQH 3O\ZRRG *\SERDUG 96HLVPLF OEV5 OEV5 5RRI'/ 36) 5 )ORRU'/ 36) )6HLVPLF OEV OEV :DOO6HOI:HLJKW 36) ):LQG OEV OEV 'HDG/RDG&RIILHLHQW 0LQLPXP6HLVPLF)RUFH OEV :RRG:DOO7\SH +) 6SHFLILF*UDYLW\ :DOO6HJPHQWV /HQJWK IW +HLJKW IW 2SHQLQJER IW 2SHQLQJKR IW 5RRI7ULE IW )ORRU7ULE IW $GGLWLRQDO'/ SOI $VSHFW5DWLR &R : '/ SOI 05 IWOE *<3%2$5'&+(&. $VSHFW5DWLR&KHFN RN )*\SERDUG OEV *\SERDUG6KHDU SOI $OORZDEOH*\SERDUG6KHDU SOI 0LQ*\SERDUG6KHDUZDOO 6: 027 IWOE 8SOLIW OE +ROGRZQ&RQGLWLRQ &RQFUHWH :DOO&RQGLWLRQ &RUQHU %ROWHG+ROGRZQ +77 6WUDS+ROGGRZQ 67+' 3/<:22'6(,60,&&+(&. $VSHFW5DWLR&KHFN RN )3O\ZRRG6HLVPLF OE 3O\ZRRG6KHDU SOI 6HLPLF)DFWRUZO 3O\ZRRG6KHDUZLWKZO SOI $OORZDEOH3O\ZRRG6KHDU SOI 0LQ3O\ZRRG6KHDUZDOO 6: 3/<:22':,1'&+(&. $VSHFW5DWLR&KHFN RN )3O\ZRRG:LQG OE 3O\ZRRG6KHDU SOI $OORZDEOH3O\ZRRG6KHDU SOI 0LQ3O\ZRRG6KHDUZDOO 6: 3/<:22'+2/'2:16 *RYHUQLQJ&RQGLWLRQ :LQG 027 IWOE 8SOLIW OE +ROGRZQ&RQGLWLRQ 0DVRQU\ :DOO&RQGLWLRQ (GJH %ROWHG+ROGRZQ +77 6WUDS+ROGGRZQ 1$

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

/LQH 3O\ZRRG *\SERDUG 96HLVPLF OEV5 OEV5 5RRI'/ 36) 5 )ORRU'/ 36) )6HLVPLF OEV OEV :DOO6HOI:HLJKW 36) ):LQG OEV OEV 'HDG/RDG&RIILHLHQW 0LQLPXP6HLVPLF)RUFH OEV :RRG:DOO7\SH +) 6SHFLILF*UDYLW\ :DOO6HJPHQWV /HQJWK IW +HLJKW IW 2SHQLQJER IW 2SHQLQJKR IW 5RRI7ULE IW )ORRU7ULE IW $GGLWLRQDO'/ SOI $VSHFW5DWLR &R : '/ SOI 05 IWOE *<3%2$5'&+(&. $VSHFW5DWLR&KHFN RN )*\SERDUG OEV *\SERDUG6KHDU SOI $OORZDEOH*\SERDUG6KHDU SOI 0LQ*\SERDUG6KHDUZDOO 6: 027 IWOE 8SOLIW OE +ROGRZQ&RQGLWLRQ 0DVRQU\ :DOO&RQGLWLRQ (GJH %ROWHG+ROGRZQ 121(5(4 6WUDS+ROGGRZQ 1$ 3/<:22'6(,60,&&+(&. $VSHFW5DWLR&KHFN RN )3O\ZRRG6HLVPLF OE 3O\ZRRG6KHDU SOI 6HLPLF)DFWRUZO 3O\ZRRG6KHDUZLWKZO SOI $OORZDEOH3O\ZRRG6KHDU SOI 0LQ3O\ZRRG6KHDUZDOO 6: 3/<:22':,1'&+(&. $VSHFW5DWLR&KHFN RN )3O\ZRRG:LQG OE 3O\ZRRG6KHDU SOI $OORZDEOH3O\ZRRG6KHDU SOI 0LQ3O\ZRRG6KHDUZDOO 6: 3/<:22'+2/'2:16 *RYHUQLQJ&RQGLWLRQ :LQG 027 IWOE 8SOLIW OE +ROGRZQ&RQGLWLRQ 0DVRQU\ :DOO&RQGLWLRQ (GJH %ROWHG+ROGRZQ 121(5(4 6WUDS+ROGGRZQ 1$

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

6KHDUZDOO 6: $%+ROGGRZQ +77 6WUDS+ROGGRZQ 67+' 1RWH6SHFLILHGVKHDUZDOOVDUHDPLQLPXP+LJKHUFDSDFLW\VKHDUZDOOVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD 1RWH6SHFLILHGKROGRZQVDUHDPLQLPXP+LJKHUFDSDFLW\KROGRZQVPD\EHFDOOHGRXWRQVWUXFWXUDOSOD -RE1DPH -RE1R 6KHHW1R %\ 'DWH

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

Christopher Allison <[email redacted]>

Fwd: Hargis Residence - Structural Deficiencies - 1903 E. Phoenix Circle, Payson AZ message

jasent montano <[email redacted]> Thu, Apr 27, 2023 at 10:14 AM To: Christopher Allison <[email redacted]> Cc: jasent montano <[email redacted]>

Hi Chris,

The backfill is something the foundation contractor should do since stems had to be built taller. It's another one of those unknowns and should be a change order for foundation contractor.

Again the city doesn't require it and I asked they get structural engineering to recalculate it as is. This will save them money if it's not needed. The engineering on this appears to be excessive so I anticipate it meets structural requirements as is. Need calcs to prove that.

Thanks, Jase Montano

---------- Forwarded message --------- From: jasent montano <[email redacted]> Date: Fri, Jan 13, 2023, 11:08 AM Subject: Re: Hargis Residence - Structural Deficiencies - 1903 E. Phoenix Circle, Payson AZ To: jerry hargis <[email redacted]> Cc: jasent montano <[email redacted]>

Hi Jerry,

I want to apologize for the delay in getting you a response. My world has been challenging with my mother's well -being, she's recovering from COVID again on top of losing her eyesight and my health issues. I know my problems aren't yours just painting a little background here.

I've attached the letter the engineer sent in response to Ed's letter. I'll respond to each as numbered to make it easier to follow.

1. first area at deck 1 .... issue not having connections HTT16 and all thread. We installed all hold down connections per A210. If this is not the same as mentioned then I need clarification from Ed. I had an inspection with Bernie just for hold downs. I walked it with him and we inspected each hold down location and it was signed off.

2. exterior stem wall under mater bedroom .... there aren't any hold downs called out on plan A210 for this. If this is not the same as mentioned then I need clarification from Ed. As it stands its not on the approved drawings.

3. floor trusses ... I had alliance truss come out twice. Once to inspect the roof and floor truss repairs and a second time to repair and replace any press plates that were needing rework. This was completed and theh field manager sent me an email. I'll forward this to you for your records.

4. all plant on ledgers ... we will correct this per Engineers response. I'll need a correction drawing with the nailing required for this.

5. At deck 4 .... backfill has been a problem. As you know we had to increase the height due to excavation challenges and site conditions not being as anticipated form grading plan. The city on numerous occasions told us that they don't require any engineered retaining walls for 48" of retention or less. This was a verbal/email on phone discussion with Ray and at least two field discussions with Bernie. Now if Engineering says its needed then I can understand that. Since we are working as an as built I would ask that Engineering show us calcs that require it. These walls are tied together with the structure which should help distribute retaining loads seen by back fill. I respect engineering ( I am one) but also know there are ways to remedy problems just need to know what is required based on what we have now. Backfilling those areas as needed can get expensive.

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 1/2 5/17/23, 2:47 PM State of Arizona Mail - Fwd: Hargis Residence - Structural Deficiencies - 1903 E. Phoenix Circle, Payson AZ 6. At West wall ... same as 5.

7. Floor ledger bolts at jack n jill ....we will correct this and add bolts

8. Steel connection straps ... These were made and Installed by Jake. toe nailing was done by framer to hold in place temporary and not meant as final fastening method.

Other. Regarding the Ramada, we built it per plan. The additional simpson corner brackets were added to help with the movement seen on the roof. I would ask Engineering to take another look at that. I think gussets will correct it like we did for the spa base.

Thanks, Jase

Thanks, Jase Montano 480-662-4647 Sonoran Sun 🌞 Development

On Sun, Dec 18, 2022 at 11:21 PM jerry hargis <[email redacted]> wrote: Jasent,

I have reviewed recent correspondences from Ed Felix. As you know, he has long had concerns with the building of our residence. I am sending you communications from Ed, and to and from Mike at King Engineering. They outline a long list of items that need to be addressed with our residence. Many of these items you either knew about or should have known about.

I will be forwarding the five emails from Ed outlining said deficiencies. Please review and respond at your earliest convenience. Also, please note, we will now only communicate via email so as to preserve a record of that communication.

We would like you to come up with a plan of action to address all the concerns in the soon to be forwarded emails.

Sincerely,

Jerry Hargis

attachments Hargis Problem Letter-1.pdf 28K PossibleStructuralDeficiencies.pdf 14K

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 2/2 Date: November 19, 2022

To: King Engineering, Inc. P.O. Box 503 Chandler, Az 85244

From: Edward Felix

Project: Hargis Residence 1903 E. Phoenix Circle Payson, AZ 85383 aka Lot 7, Boulder Creek Parcel #304-66-007

Mike,

I was going through photos of the Hargis residence and found some concerns regarding connections that were not per the approved plans and calculations.

I need to know if the concerns listed below are, acceptable as built, or if modifications are required to be made to correct any issues.

If modifications are needed, I would like the changes as soon as possible to present to the home owner, contractor and the town of Payson.

FYI: All CMU stem walls are reinforced with (1)#4 rebar vertical @ 48” o.c., with (2)#4 rebars horizontal continuous @ 48” o.c.

1. The first area is at Deck 1, below the Kitchen. The CMU stem wall was not built to 12” above grade (on the entire project). This area runs 4 -5 courses above grade. The cripple wall is 32” tall. The issue is the connection for the cripple wall/floor trusses. The Simpson “HSCNW” coupler and “HTT16” and all-thread were not installed. See attached clouded areas on drawings, A400, 9 & 10/A450, SK56, 011.jpg, 012.jpg and 013.jpg,

2. The second area is the exterior stem wall under the Master Bathroom. The CMU stem wall was not built to 12” above grade. It runs 4 -6 courses above grade. The cripple wall is 25” tall. The issue is the connection for the cripple wall/floor trusses. The Simpson “HSCNW” coupler and “HTT16” and all-thread were not installed. See attached clouded areas on drawings, A400, A450, SK57, 001.jpg and 002.jpg. 3. The floor trusses were ordered early and laid exposed to weather. The gussets have started to pull from the top and bottom chords and webbing. Most have been repaired by the truss manufacturer. However, in the area below the Kitchen has gypsum board on the bottom chord. Does the ceiling need to be removed and the gussets re-pressed? See photo 015.jpg, 016.jpg and 017.jpg.

4. All plant-on ledgers were installed (at all cripple walls). They could not installed per the approved plans. SK01 called for one ¾”∅ A.B. @ 16” o.c. with a 6” embedment for L3 ledgers. The deck joists ledger is above the top of CMU, at the truss height. The framer change from anchor bolts to ¾”∅ Lag Bolts, length unknown. The framer was instructed to replace the lag bolts (several times) with (3) 20d nails @ 16” o.c. See photo Deck2Ldgr.jpg.

5. At Deck 4, the stem wall is 7-8 courses exposed. It has (7) courses exposed at the Master Toilet Rm. and Mechanical Rm. to (8) courses exposed at the Great Room. It has been backfilled for final grading to about 2 ½ courses exposed. About 40” of backfill was graded in. There is no backfill imported to the interior side of the stem wall as required by the approved plans. See photos MstrDeck4Mech.jpg _Deck4a.jpg.

6. At the West wall of the Master Bath, from the shower to the building corner towards Deck 4, has from 6 ½ courses exposed on the north corner to 7 courses exposed at the shower. Approximately 48” of fill is graded up to the stem at the Deck 4 side to 18” at the shower. There is no backfill imported to the interior side of the stem wall as required by the approved plans. See photo MstrBath-Backfill.jpg.

7. The floor ledger at Bedroom 1 & 2 and the Jack-n-Jill Bath is not installed per the details. SK09 calls for (1) ¾”∅ A.B. @ 16” o.c. with 6” embedment. The anchor bolts are installed at 24” o.c. See SK09 and JnJ Ledger.jpg.

8. Steel connection straps are not installed on most beam/post points at both Decks and Ramada. All locations seem to be Toe-Nailed only. Is this sufficient? See Deck2RdgeBeamA.jpg, Deck2RdgeBeamB.jpg and Ramada.jpg. 5/17/23, 2:56 PM State of Arizona Mail - Fwd: 1903 east phoenix circle- courts inspection POCs

Christopher Allison <[email redacted]>

Fwd: 1903 east phoenix circle- courts inspection POCs message

jasent montano <[email redacted]> Thu, Apr 27, 2023 at 10:18 AM To: Christopher Allison <[email redacted]> Cc: jasent montano <[email redacted]>

Grading inspection per city

---------- Forwarded message --------- From: Clemans, William <[email redacted]> Date: Thu, Nov 10, 2022, 8:12 AM Subject: RE: 1903 east phoenix circle- courts inspection POCs To: jasent montano <[email redacted]> Cc: Lynnette Patrick <[email redacted]>

Yes on 11/03 in the AM.

Bill Clemans, PE

Public Works Engineer | Town of Payson

303 N. Beeline Hwy. | Payson, AZ 85541

p (928) 472-5043 | [email redacted]

Payson Logo 1

From: jasent montano <[email redacted]> Sent: Wednesday, November 9, 2022 6:53 PM To: Clemans, William <[email redacted]> Cc: Lynnette Patrick <[email redacted]>; jasent montano <[email redacted]> Subject: Re: 1903 east phoenix circle- courts inspection POCs

Hi William,

Did you sign off the final grading for 1903 east phoenix street? I heard you passed it, just verifying since it was on Bernies list to get our final approval.

PY2103-031 is the permit number.

Thanks,

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 1/4 5/17/23, 2:56 PM State of Arizona Mail - Fwd: 1903 east phoenix circle- courts inspection POCs Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Mon, Oct 31, 2022, 1:17 PM Clemans, William <[email redacted]> wrote:

You need to schedule with the font office where you applied for the permit.

Bill Clemans, PE

Public Works Engineer | Town of Payson

303 N. Beeline Hwy. | Payson, AZ 85541

p (928) 472-5043 | [email redacted]

Payson Logo 1

From: jasent montano <[email redacted]> Sent: Monday, October 31, 2022 10:27 AM To: Clemans, William <[email redacted]> Cc: Lynnette Patrick <[email redacted]>; jasent montano <[email redacted]> Subject: Re: 1903 east phoenix circle- courts inspection POCs

Hi Bill,

Driveway is installed, drain system is in, cut on west side done per plan/field review.

Before I pay these guys I need an inspection done. Can you take care of this later today? It's appreciated!

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Thu, Oct 13, 2022, 12:12 PM Clemans, William <[email redacted]> wrote:

I will be back in the office at 1:15 PM. I am available for a courtesy inspection after that.

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 2/4 5/17/23, 2:56 PM State of Arizona Mail - Fwd: 1903 east phoenix circle- courts inspection POCs

Bill Clemans, PE

Public Works Engineer | Town of Payson

303 N. Beeline Hwy. | Payson, AZ 85541

p (928) 472-5043 | [email redacted]

Error! Filename not specified.

From: jasent montano <[email redacted]> Sent: Thursday, October 13, 2022 11:58 AM To: [email redacted]; Clemans, William <[email redacted]> Subject: 1903 east phoenix circle- courts inspection POCs

Hi, here are your POCs.

Lynette - Project manager, Sonoran Sun, cell phone 623-693-3833

Bill - Town Engineer, will do courtesy inspection for driveway grade per approved plan. Desk phone 928-472-5043

Lynette is on site and grading contractor, Willbanks is on site too.

See attached plan

Image removed by sender. PY2103-031 Approved GD Plan Rev 1.pdf

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

attachments

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 3/4 5/17/23, 2:56 PM State of Arizona Mail - Fwd: 1903 east phoenix circle- courts inspection POCs

~WRD0000.jpg 1K

image001.jpg 12K

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted] 4/4 5/17/23, 2:57 PM State of Arizona Mail - Fwd: J21-2641REP Lot 7 Boulder Creek

Christopher Allison <[email redacted]>

Fwd: J21-2641REP Lot 7 Boulder Creek messages

jasent montano <[email redacted]> Thu, Apr 27, 2023 at 10:16 AM To: Christopher Allison <[email redacted]> Cc: jasent montano <[email redacted]>

Truss inspector email chain below

---------- Forwarded message --------- From: Walter Rast <[email redacted]> Date: Fri, Jan 6, 2023, 11:20 AM Subject: Re: J21-2641REP Lot 7 Boulder Creek To: jasent montano <[email redacted]>

Plates that were defected were replaced and repressed and trusses were inspected with no other issues that I seen or am aware of.

Thank you! Walter Rast

On Fri, Jan 6, 2023 at 9:39 AM jasent montano <[email redacted]> wrote: Hi Walter,

Can you reply stating plates thar were deficient were replaced and all trusses were inspected?

I'm closing out items for the owners and they have asked that I get confirmation everything is complete and in order.

Thank you for your help!

Jase

On Mon, Nov 7, 2022, 5:04 PM jasent montano <[email redacted]> wrote: Ok perfect

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Mon, Nov 7, 2022, 4:29 PM Walter Rast <[email redacted]> wrote: It went good I'm going to send out a crew later this week to replace some more plates under the house. But other than that it went good.

On Mon, Nov 7, 2022, 1:56 PM jasent montano <[email redacted]> wrote: Hi Walter,

How did inspection go today?

Thanks,

Jase Montano https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted]… 1/3 5/17/23, 2:57 PM State of Arizona Mail - Fwd: J21-2641REP Lot 7 Boulder Creek

Sonoran Sun 🌞Development

480-662-4647

On Wed, Nov 2, 2022, 11:45 AM Walter Rast <[email redacted]> wrote: Monday 11/7/2022 between 8 and 9 AM

On Wed, Nov 2, 2022, 10:00 AM jasent montano <[email redacted]> wrote: Ok please let me know the date and time.

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Wed, Nov 2, 2022, 9:50 AM Walter Rast <[email redacted]> wrote: The earliest I will be able to get up that way is next week on monday.

On Wed, Nov 2, 2022, 8:18 AM jasent montano <[email redacted]> wrote: Good morning. My customer would like the trusses inspected. Both those that we didn't find any loose plates on and also the repairs. I have not noticed any other issues but they would like to have a peace of mind.

When can this be done?

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Tue, Oct 25, 2022, 12:24 PM Walter Rast <[email redacted]> wrote: No need to take plates off just add the osb thank you.

On Tue, Oct 25, 2022, 12:05 PM jasent montano <[email redacted]> wrote: Hi Walter,

The web plate needs to be removed and then add OSB or can I put the OSB over the plate and nail in place?

Thanks,

Jase Montano

Sonoran Sun 🌞Development

480-662-4647

On Tue, Oct 25, 2022, 11:11 AM Wendy Diaz <[email redacted]> wrote:

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted]… 2/3 5/17/23, 2:57 PM State of Arizona Mail - Fwd: J21-2641REP Lot 7 Boulder Creek

Good morning,

Attached you will find the engineering for the following repair. If you have any questions feel free to email Walter at [email redacted]

Thank you! -- Cell- (520)251-8297

jasent montano <[email redacted]> Thu, Apr 27, 2023 at 10:20 AM To: Christopher Allison <[email redacted]> Cc: jasent montano <[email redacted]>

Truss repair drawings. This was inspected by Walter as well as all other trusses per email chain sent previously. [Quoted text hidden]

FT09 Repair.pdf 96K

https://mail.google.com/mail/u/0/?ik=9a388841cf&view=pt&search=all&permthid=thread-f:[number redacted]&simpl=msg-f:[number redacted]… 3/3 Job Truss Truss Type Qty Ply J21-2641REP FT09-Cond1 FLOOR 23 1 Job Reference (optional) Alliance Truss, LLC, Phoenix, AZ 85024, Greg Copp 8.530 s Dec 6 2021 MiTek Industries, Inc. Tue Oct 25 09:50:43 2022 Page 1 ID:MkKVWIIFXzC5OGClmAOvHuzOWAd-8vA_YuKqfzyPP0LW3gVsZ2hfhqJqqTuvKOVIjqyPtmQ 2-6-0 0-8-11

Scale: 3/8"=1'

Plate pulled from joint #4. See Below for Repair.

5x8 1,2,3 3x4 4x10 1.5x4 3x4 1.5x4 3x6 1.5x4 3x4 2 3 4 5 6 7 8 9 T1 W3 1-6-0

1-6-0 W1 W3 W4 W1

B1 B

13 12 11 10 4,5,6 1,2,3 4x8 4x8 3x6 5x6 4x8

Plate pulled from joint #12. See Plate pulled from web 4-13 at Below for Repair. joint #13. See Below for Repair.

0-2-0 19-1-2 19-1-3 0-2-0 18-11-2 0-0-1 Plate Offsets (X,Y)-- [10:Edge,0-1-8], [14:Edge,0-1-8]

LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.27 12-13 >850 480 MT20 185/144 TCDL 15.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.54 12-13 >415 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix-SH Weight: 82 lb FT = 20%F, 11%E

LUMBER- BRACING- [MCT] TOP CHORD 2x4 HF/SPF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E(flat) except end verticals. WEBS 2x4 HF/SPF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.

REACTIONS. (lb/size) 14=1225/0-3-8 (min. 0-1-8), 10=1225/0-3-8 (min. 0-1-8)

FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3383/0, 3-4=-3397/0, 4-5=-4220/0, 5-6=-4220/0, 6-7=-2538/0, 7-8=-2538/0 BOT CHORD 13-14=0/2082, 12-13=0/4087, 11-12=0/3655, 10-11=0/2061 WEBS 2-14=-2337/0, 2-13=0/1496, 3-13=-264/0, 4-13=-778/0, 5-12=-274/0, 6-12=0/641, 6-11=-1268/0, 8-11=0/960, 8-10=-2327/0

NOTES- (3) 10/25/22 1) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) This job is valid only if it is produced by ALLIANCE TRUSS. Expires 06/30/2024 LOAD CASE(S) Standard

Truss Repair Procedure: 1) Cut (4) 24" wide x 12" tall x 1/2" plywood or OSB gussets. 2) Install (1) gusset on ea. face of truss, cantered on joints #4 & #12, as shown. 3) Secure ea. gusset to truss Chord and ea. web at joint w/ 10d (0.131" x 3") nails @ 3" o.c. Stagger nail pattern from ea. side of truss to avoid splitting lumber. 4) Cut (2) 12" wide x 12" tall x 1/2" plywood or OSB gussets. 5) Install (1) gusset on ea. face of truss, at joint #13, as shown. 6) Secure ea. gusset to truss Chord, vertical web and diagonal web shown w/ 10d (0.131" x 3") nails @ 3" o.c. Stagger nail pattern from ea. side of truss to avoid splitting lumber. Katie Hobbs, Governor Martín Quezada, Director

Complainant: Evelyn Hargis 1903 E. Phoenix St. Payson, AZ 85541

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

Respondent: Jasent Montano LLC DBA: 1739 E Indigo St Gilbert, AZ 85298

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

May 23, 2023

License No. ROC 318143

Re:Complaint No. 2023-03611

WRITTEN DIRECTIVE FROM THE REGISTRAR

Dear Respondent:

After investigation, the Registrar determined that you failed to meet the requirements of A.R.S. § 32-1154(A), and now issues this Directive requiring you to take appropriate corrective action. Failure to comply with this Directive constitutes a violation of A.R.S. § 32-1154(A)(22) and may result in the issuance of a citation, discipline of your license, and a civil penalty pursuant to A.R.S. § 32-1154(E) of up to $500.00. You must notify the Registrar’s assigned Investigator of your compliance with this Directive prior to 5:00 p.m. on June 9, 2023.

RESTRICTIONS  You may not perform or hire other contractors to perform work that is outside the scope of your license.  If your license is currently suspended for administrative reasons1, or is inactive, expired, or cancelled, you may not perform any corrective work nor contract in any manner, which includes hiring other contractors to perform work, until the suspension of your license(s) has been lifted or your license(s) has been reactivated.

DIRECTIVE REQUIREMENTS You are directed to remedy the following violations by the appropriate means:

Compliance Item: 9 - Window ledges are not sloped; water accumulates Investigator’s Observation: The window ledges are not sloped to allow water runoff.

Respondent shall correct in an appropriate manner. Governing Rule: Violation of any rule adopted by the Registrar;

This means the license is suspended for lack of qualifying party, lack of bond, nonrenewal, Recovery Fund payout, or for any reason listed in A.R.S. § 32-1124(F).

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

Namely A.A.C. R4-9-108(a): A contractor shall perform all work in a professional and workmanlike manner.

ITEMS NOT REQUIRING CORRECTION The following complaint items require no action by the Respondent:

Compliance Item: 1 - Per the engineer, the stem/retaining walls were not properly installed. Investigator’s Observation: The permit shows that this is an owner/builder project. The foundation contractor was paid directly by the complainant's. Based on the documents provided the Respondent was project management and not a general contractor. The Complainant will need to refile against the appropriate sub. Governing Rule:

Compliance Item: 2 - Anchor bolts and strap connections are not properly installed Investigator’s Observation: The area of concern(s) do not show hold downs on the Shear wall/ hold down plan (A210). This is the plan that the trades and inspector would use.

There is insufficient evidence to verify a violation by the Respondent. Governing Rule:

Compliance Item: 3 - Floors squeak some are sloped Investigator’s Observation: At the time of inspection the floor squeaked/cracked in the doorway to bedroom 2. Workmanship standards state.

PD - Floors squeak or sub-floor appears loose. AT - Floors and subfloors should not have excessive squeaks or be loose. CR - Contractor should make necessary repairs.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

This squeak is not considered excessive. Governing Rule:

Compliance Item: 4 - The excavation was not supervised, resulting in the crawl space that is shorter than planned. This makes the storage room under the house too short to use as intended. Investigator’s Observation: The permit shows that this is an owner/builder project. The foundation contractor was paid directly by the complainant's. Based on the documents provided the Respondent was project management and not a general contractor. The Complainant will need to refile against the appropriate sub. Governing Rule:

Compliance Item: 5 - Improper drainage results in the crawl space flooding whenever there is heavy rain. Investigator’s Observation: Drainage was signed off as part of the inspection process. There was no evidence of water penetrating through the foundation. It may be ground water which is outside the control of the Respondent. Governing Rule:

Compliance Item: 6 - Several unsealed edges in the siding; siding to roof contact has already resulted in damage Investigator’s Observation: This item was removed by the Complainant at the inspection. Governing Rule:

Compliance Item: 7 - Gaps around wall protrusions Investigator’s Observation: This item was removed by complainant at

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

the inspection. Governing Rule:

Compliance Item: 8 - Improperly installed flashings and cladding Investigator’s Observation: No violation noted. Governing Rule:

Compliance Item: 10 - Improperly installed joists on decks Investigator’s Observation: After inspection I would not identify any deficiencies. Governing Rule:

Compliance Item: 11 - Joist hangars are missing Investigator’s Observation: I did not note any missing hangers. Governing Rule:

Compliance Item: 12 - Some joists are already cracked. Investigator’s Observation: Some joists had split. However, this is common and not a structural concern. Governing Rule:

Please direct all questions regarding this Directive to the undersigned Investigator.

Sincerely,

Chris Allison Chris Allison, Investigator #193 Desk: (928) 637-0481 Cell: (928) 210-1587 [email redacted] 1700 W Washington St, Suite 105 Phoenix, Arizona 85007-2812

CC: Choose an item.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Katie Hobbs, Governor Martín Quezada, Director

Jobsite Inspection Notes

Case No.: 2023-03611 Investigator: Chris Allison Inspection Date: April 27, 2023 Inspection Time: 11:00 AM

Complainant: Evelyn Hargis Respondent: Jasent Montano LLC Not Present: Not Present:

Jobsite General Notes:

On 3/27/2023, The Complainant filed a complaint against the Respondent for alleged workmanship violations arising from work performed at the Complainant’s residence located at 1903 E. Phoenix Circle, Payson, Arizona. The Complainant has indicated on the complaint that the work was started on 8/26/2020, and completed on 11/17/2022.

The parties’ agreement was memorialized in a written contract dated 8/21/2020 and accepted on 8/26/2020. The parties’ agreement called for Respondent to preform project management services. The Respondent was not the general contractor. Permits were applied for as Owner/Builder. The Respondent ended up doing the framing and siding as a sub. The agreement called for the Complainant to pay to the Respondent $105,000.00.

Respondent was not present for the inspection due to a recent knee surgery. Respondent informed me of this prior to the inspection.

I arrived at the complainant’s residence at the scheduled time. We proceeded to inspect the items on the complaint list and I found the following:

Complaint Item: 1 - Per the engineer, the stem/retaining walls were not properly installed. Investigator’s Observation: The permit shows that this is an owner/builder project. The foundation contractor was paid directly by the complainant's. Based 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

on the documents provided the Respondent was project management and not a general contractor. The Complainant will need to refile against the appropriate sub. Governing Rule:

Complaint Item: 2 - Anchor bolts and strap connections are not properly installed Investigator’s Observation: The area of concern(s) do not show hold downs of the Shear wall/ hold down plan (A210). This is the plan that the trades and inspector would use.

There is insufficient evidence to verify a violation by the Respondent. Governing Rule:

Complaint Item: 3 - Floors squeak some are sloped Investigator’s Observation: At the time of inspection the floor squeaked/cracked in the doorway to bedroom 2. Workmanship standards state.

PD - Floors squeak or sub-floor appears loose. AT - Floors and subfloors should not have excessive squeaks or be loose. CR - Contractor should make necessary repairs.

This squeak is not considered excessive. Governing Rule:

Complaint Item: 4 - The excavation was not supervised, resulting in the crawl space that is shorter than planned. This makes the storage room under the house too short to use as intended. Investigator’s Observation: The permit shows that this is an owner/builder project. The foundation contractor was paid directly by the complainant's. Based on the documents provided the Respondent was project management and not a general contractor. The Complainant will need to refile against the appropriate

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

sub. Governing Rule:

Complaint Item: 5 - Improper drainage results in the crawl space flooding whenever there is heavy rain. Investigator’s Observation: Drainage was signed off as part of the inspection process. There was no evidence of water penetrating through the foundation. It may be ground water which is outside the control of the Respondent. Governing Rule:

Complaint Item: 6 - Several unsealed edges in the siding; siding to roof contact has already resulted in damage Investigator’s Observation: This item was removed by the Complainant at the inspection. Governing Rule:

Complaint Item: 7 - Gaps around wall protrusions Investigator’s Observation: This item was removed by complainant at the inspection. Governing Rule:

Complaint Item: 8 - Improperly installed flashings and cladding Investigator’s Observation: No violation noted. Governing Rule:

Complaint Item: 9 - Window ledges are not sloped; water accumulates Investigator’s Observation: The window ledges are not sloped to allow water runoff.

Respondent shall correct in an appropriate manner. Governing Rule: Violation of any rule adopted by the Registrar; Namely A.A.C. R4-9-108(a): A contractor shall perform all work in a professional and workmanlike manner.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

Complaint Item: 10 - Improperly installed joists on decks Investigator’s Observation: After inspection I would not identify any deficiencies. Governing Rule:

Complaint Item: 11 - Joist hangars are missing Investigator’s Observation: I did not note any missing hangers. Governing Rule:

Complaint Item: 12 - Some joists are already cracked. Investigator’s Observation: Some joists had split. However, this is common and not a structural concern. Governing Rule:

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

Katie Hobbs, Governor Martín Quezada, Director

Complainant: Evelyn Hargis 1903 E. Phoenix St. Payson, AZ 85541

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

Respondent: Jasent Montano LLC DBA: 1739 E Indigo St Gilbert, AZ 85298

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

May 30, 2023

Jobsite Inspection Notice Re: Complaint Number 2023-03611

Dear Complainant and Respondent:

Due to miscommunication at the previous inspection Compliance items 6-7 were not addressed. Therefore:

A jobsite inspection is scheduled for June 13, 2023 at 10:00 AM. The Complainant is required to be present. The Respondent’s attendance is requested and encouraged. The Registrar encourages both parties to make a good faith effort to resolve this complaint prior to the jobsite inspection.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

If either party needs to reschedule the jobsite inspection, please notify the assigned investigator at least three business days prior to the inspection date to schedule a new date and time.

If the parties resolve the complaint prior to the inspection, please notify the assigned investigator in writing and by phone as soon as possible.

Sincerely,

Chris Allison Chris Allison, Investigator #193 Desk: (928) 637-0481 Cell: (928) 210-1587 [email redacted] 1700 W Washington St, Suite 105 Phoenix, Arizona 85007-2812

CC: Choose an item. Choose an item. Choose an item. Choose an item.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

A Guide to Jobsite Inspections

Questions? If you have already filed a complaint and it was assigned to an investigator, you are encouraged to contact that investigator directly with the information listed in your jobsite inspection letter. If you have not filed a complaint yet or have not been assigned an investigator, you can reach the Registrar’s compliance department at (877) 692-9762. 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

Work performed after the directive ends: After the Directive period ends, a property owner may choose to allow the contractor to continue its work. The Registrar encourages parties to work cooperatively, but cannot 1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Katie Hobbs, Governor Martín Quezada, Director

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C008 05/21 Complainant: Evelyn Hargis 1903 E. Phoenix St. Payson, AZ 85541

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Respondent: Jasent Montano LLC DBA: 1739 E Indigo St Gilbert, AZ 85298

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 June 27, 2023 Items 6, 7, and 9 Revised

License No. ROC 318143

Re:Complaint No. 2023-03611

WRITTEN DIRECTIVE FROM THE REGISTRAR

Dear Respondent:

DIRECTIVE REQUIREMENTS You are directed to remedy the following violations by the appropriate means:

Compliance Item: 6 - Several unsealed edges in the siding; siding to roof contact has already resulted in damage Investigator’s Observation: There were several unsealed edges of siding.

This means the license is suspended for lack of qualifying party, lack of bond, nonrenewal, Recovery Fund payout, or for any reason listed in A.R.S. § 32-1124(F).

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Respondent shall correct in accordance to manufactures specifications. Governing Rule: Departure from or disregard of: (a) Plans or specifications in any material respect that is prejudicial to another without consent of the owner or the owner's duly authorized representative and without the consent of the person entitled to have the particular construction project or operation completed in accordance with such plans and specifications and code.

Compliance Item: 7 - Gaps around wall protrusions Investigator’s Observation: There are several gaps and exposed wall sheathing.

Compliance Item: 9 - Window ledges are not sloped; water accumulates Investigator’s Observation: The window ledges are not sloped to allow water runoff.

LP Trim is not suitable for sills per manufacture. The complainant has provided documentation showing this concern was brought to the Respondent's attention prior to painting.

Respondent shall correct in an appropriate manner including painting. Governing Rule: Violation of any rule adopted by the Registrar; Namely A.A.C. R4-9-108(a): A contractor shall perform all work in a professional and workmanlike manner.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 ITEMS NOT REQUIRING CORRECTION The following complaint items require no action by the Respondent:

Compliance Item: 2 - Anchor bolts and strap connections are not properly installed Investigator’s Observation: The area of concern(s) do not show hold downs of the Shear wall/ hold down plan (A210). This is the plan that the trades and inspector would use.

There is insufficient evidence to verify a violation by the Respondent. Governing Rule:

Compliance Item: 3 - Floors squeak some are sloped Investigator’s Observation: At the time of inspection the floor squeaked/cracked in the doorway to bedroom 2. Workmanship standards state.

PD - Floors squeak or sub-floor appears loose. AT - Floors and subfloors should not have excessive squeaks or be loose. CR - Contractor should make necessary repairs.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 This squeak is not considered excessive. Governing Rule:

Compliance Item: 8 - Improperly installed flashings and cladding Investigator’s Observation: No violation noted. Governing Rule:

Compliance Item: 10 - Improperly installed joists on decks Investigator’s Observation: After inspection I would not identify any deficiencies. Governing Rule:

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Compliance Item: 11 - Joist hangars are missing Investigator’s Observation: I did not note any missing hangers. Governing Rule:

Compliance Item: 12 - Some joists are already cracked. Investigator’s Observation: Some joists had split. However, this is common and not a structural concern. Governing Rule:

Please direct all questions regarding this Directive to the undersigned Investigator.

Sincerely,

Chris Allison Chris Allison, Investigator #193 Desk: (928) 637-0481 Cell: (928) 210-1587 [email redacted] 1700 W Washington St, Suite 105 Phoenix, Arizona 85007-2812

CC: Choose an item. Choose an item. Choose an item. Choose an item.

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov C009 04/21 Jobsite Inspection Notes

Case No.: 2023-03611 Investigator: Chris Allison Inspection Date: April 27, 2023 Inspection Time: 11:00 AM

Complainant: Evelyn Hargis Respondent: Jasent Montano LLC Not Present: Not Present:

Jobsite General Notes:

See original notes

Secondary inspection conducted on 6/13 at 10:00 AM.

Items 6,7, and 9 were revised.

Complaint Item: 1 - Per the engineer, the stem/retaining walls were not properly installed. Investigator’s Observation: The permit shows that this is an owner/builder project. The foundation contractor was paid directly by the complainant's. Based on the documents provided the Respondent was project management and not a general contractor. The Complainant will need to refile against the appropriate sub. Governing Rule:

Complaint Item: 2 - Anchor bolts and strap connections are not properly installed Investigator’s Observation: The area of concern(s). do not show hold

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

downs of the Shear wall/ hold down plan (A210). This is the plan that the trades and inspector would use.

There is insufficient evidence to verify a violation by the Respondent. Governing Rule:

Complaint Item: 3 - Floors squeak some are sloped Investigator’s Observation: At the time of inspection the floor squeaked/cracked in the doorway to bedroom 2. Workmanship standards state.

PD - Floors squeak or sub-floor appears loose. AT - Floors and subfloors should not have excessive squeaks or be loose. CR - Contractor should make necessary repairs.

This squeak is not considered excessive. Governing Rule:

1700 W. Washington Street, Suite 105 · Phoenix AZ 85007-2812 602.542.1525 · Toll Free 877.692.9762 · roc.az.gov RCC100 08/19

foundation. It may be ground water which is outside the control of the Respondent. Governing Rule:

Complaint Item: 6 - Several unsealed edges in the siding; siding to roof contact has already resulted in damage Investigator’s Observation: There were several unsealed edges of siding.

Respondent shall correct in accordance to manufactures specifications. Governing Rule: Departure from or disregard of: (a) Plans or specifications in any material respect that is prejudicial to another without consent of the owner or the owner's duly authorized representative and without the consent of the person entitled to have the particular construction project or operation completed in accordance with such plans and specifications and code.

Complaint Item: 7 - Gaps around wall protrusions Investigator’s Observation: There are several gaps and exposed wall sheathing.