Loading...
HomeMy WebLinkAboutLA208271 Engineering Report March 9, 2023 (Revised March 28, 2023) Anthony Branca MN Home Restorations Submitted by email: anthony@mnhomerestorations.com RE: Proposed Modifications to Existing Structural Elements Project Location: 17466 Inland Cir., Lakeville, MN 55044 Project No. 23-6984 Dear Mr. Branca: This letter is being sent to discuss the proposed revisions to the existing house at the above address as related to: the structural support of the already installed low roof overhang at the front of the house. The scope of my work included the following: 1. An interview of you regarding a history of the property and performance of the structure. 2. Requesting from you any other information relevant to the evaluation of the structure. 3. Visual observations during a physical walk-through on March 8, 2023. 4. Observe factors influencing the performance of the structure. 5. Provide a report/letter containing the following: a. Scope of services b. Observations, site characteristics, and data deemed pertinent by me. c. Discussion of major factors influencing structural performance and rationale in reaching conclusions concerning the subject residence when pertinent. d. Conclusions and recommendations for proposed renovations. e. Beam size and bearing information. f. Please note that architectural drawings/construction plans are not included in our standard scope of work. 6. This inspection is limited to: An assessment of the structural characteristics of the new low roof overhang that was installed and the nearby, or related, structural elements as determined by the engineer. 7. This design/analysis required engineering calculations to be performed. Those calculations were completed by Steve Eiker, P.E. and his stamp is included in the signature line 8. Please note that this design is based information obtained at site visit, and relies on visible evidence at time of inspection, is subject to drywall removal, and should be verified after the removal of surface materials and exposure of framing. SUMMARY In my professional opinion, the existing new low roof overhang will need some additional structural support as it is framed right now. The new roof will need to be supported with a structural post and beam system such as a laminated veneer lumber (LVL) beam structural system. The size of the beam has been determined based on the observations and discussions with you while at the site. Refer to the Recommendations section of this letter for further information. 17466 Inland Cir., Lakeville, MN March 28, 2023 Page | 2 The design is based on visible evidence at time of inspection. If a different product or project layout is proposed, please contact me for additional information. INSPECTION DETAILS • Our client, to whom this report is addressed, is the contractor working for the homeowner. • The client was present during our site visit. • The following areas were inaccessible or not visible, and this limited the extent of our structural inspection: o Most of the foundation system (underground) DESCRIPTION OF STRUCTURE • This building is a two-story single-family home. • The house has a partial basement. • The structure was constructed in 1990. A previous fire in the garage had damaged portions of the house which needed rebuilding. • The front of the house faces south. DOCUMENT REVIEW No documents were provided. SITE OBSERVATIONS A new low roof overhang was built at the front of the house that sticks out approximately 4’-0” from the outside wall. The approximate total length of the overhang is 37’-0”. There are 3 proposed columns to support the new beam spaced approximately at 24’-0” and 13’-0”. The width of the uniformly distributed load from the roof framing (tributary width) is 2 feet. RECOMMENDATIONS BEAM & POST DETAILS: The new roof overhang shall be supported at the outside edge with a 11.875-inch deep by 3.5-inch wide (2-plies) laminated 2.0E veneer lumber (LVL) beam. LVL beams are widely available in 1.75-inch-wide increments (called plies) which can be connected to create wider beams. The horizontal bearing the beam must be on treated 6x6 wood posts with metal post caps or (2)- ½” diameter thru bolts – GC to coordinate. The posts need to extend to new Diamond Pier “DP-50/50” piers. Installation to be by contractor and coordinated with pier supplier. See attached sketch for clarifiactions. WORKING WITH LVL BEAMS: Compared with similar size sections, the 2.0E veneer lumber LVL beams that I am recommending can support heavier loads than conventional lumber. Failure to follow good procedures for storage, handling and installation of the LVL beam can result in unsatisfactory performance and unsafe structures. Understanding and following manufacturer specifications and requirements, including connection detailing, is critically important. For your convenience, I’ve included additional information regarding ply connection in the section below. However, please note that the manufacturer specifications and requirements always take precedence over the 17466 Inland Cir., Lakeville, MN March 28, 2023 Page | 3 information included here. PLY CONNECTIONS: The individual LVL plies must be connected to each other (sistered) with approved fasteners. This should be according to the manufacturer's specifications such that the plies act as a single unit/beam and not as several separate units/beams. Proprietary screws have been designed specifically for LVL multi-ply fastening for example: TrussLok screws manufactured by FastenMaster, and SDW screws, manufactured by Simpson Strong-Tie. Bolts are not recommended as fasteners. The LVL beam ply fasteners are usually galvanized (for example if nails are utilized) or Teflon coated (for example screws). The proprietary screws are sold in lengths that correspond to the number of plies being connected. However, check with the beam manufacturer for their sister recommendation process and recommended fasteners/nails/screws. The beams upon delivery are often-times bowed. There is a process for counteracting that during the sister/connection process. Additional information is available in the TrussLok Technical Bulletin which will guide you on the proper spacing of the fasteners and how many to use for your depth of beam. Note that you can countersink the heads. DESCRIPTION OF TERMS Terms used in this report to describe the condition of observable components and systems are listed and defined below. It should be noted that a term applied to an overall system does not preclude that a part or a section of the system or component may be in different condition: Excellent- Component or system is in “as new” condition, requiring no rehabilitation, and should perform in full accordance with expected performance. Good- Component or system is sound and performing its function. Although it may show signs of normal wear and tear, some minor rehabilitation work may be required. Fair- Component or system falls into one or more of the following categories: a) Evidence of previous repairs not in compliance with commonly accepted standards, b) Workmanship not in compliance with commonly accepted standards, c) Component or system is obsolete, d) Component or system approaching end of expected performance. Repair or replacement is required to prevent further deterioration or to prolong expected life. Poor- Component or system has either failed or cannot be relied upon to continue performing its original function as a result of having exceeded its expected performance, excessive deferred maintenance, or state of disrepair. Present condition could contribute or cause the deterioration of other adjoining elements or systems. Repair or replacement is required. SCOPE OF SERVICES and LIMITATIONS The purpose of this inspection and report/design is to evaluate the current condition of the structural system of this building as related to the proposed modifications, revisions, or repairs. The report is not to be considered a guarantee of condition and no warranty is implied. Our evaluation of this structure is based on many indirect observations. Examination of the foundation is completed without excavation; therefore, we cannot be certain of the condition below grade. We look for 17466 Inland Cir., Lakeville, MN March 28, 2023 Page | 4 cracks, bulges, and other evidence of distress or deterioration to help us evaluate the condition. In addition, often, construction details cannot be known, and we then assess that system with typical construction practices for our area in mind. As with any limited inspection, it is possible that there are structural deficiencies that cannot be known. This scope of this inspection does not include a comprehensive evaluation for code compliance, governmental regulation compliance, fire safety, or hazardous materials in or around this building. It does not include an inspection of heating, cooling, plumbing and electrical systems or repair designs. Inspecting for mold is not included in the scope of a structural inspection. Our services do not include determining the presence of a virus in this building. Evidence of any moisture-related problems in the home is not always visible. We cannot be responsible for any such conditions that might be discovered later. This report/design is based on an examination of the structural system and is an opinion about the condition of the structural system of the building. It is based on evidence available during a diligent inspection of all reasonably accessible areas. No surface materials were removed, no destructive testing undertaken, nor furnishings moved. This report is not an exhaustive technical evaluation. As Professional Engineers, it is our responsibility to evaluate available evidence relevant to the purpose of this inspection. We are not, however, responsible for conditions that could not be seen or were not within the scope of our service at the time of the inspection. CLOSING Opinions and recommendations in this report are limited to the scope of work. This report has been prepared in strict confidence with you as our client. Reliance upon our report by other parties is strictly prohibited. If you choose to share our report, you agree to indemnify, defend and hold harmless the Engineer from any third-party action. No reproduction or re-use is permitted without express written consent. Further, we will not release this report to anyone without your permission. Criterium-Schimnowski Engineers (CSE) owns this document/design, including all associated copyrights and the right of reuse. Our documents/designs are not intended or represented to be suitable for use, reuse, or modification on extensions of the project, on any other project, or for any other use or purposes, without written verification. If project conditions or other parameters vary from that assumed or stated, a revised analysis may be needed. If additional documentation or information is made available for review, I reserve the right to amend or add to the opinions and observations presented in this report. Please call with any additional questions you may have. Thank you for the opportunity to be of assistance to you. Sincerely, Steve Eiker, P.E. MN #52681 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Steve Eiker, P.E. Date: March 28, 2023 License #: 52681 (MN) Location 17466 Inland Circle, Lakeville, Minnesota Photos Taken by: Steve Eiker, PE Inspection Date: March 8, 2023 1 Front/south side of house with low roof overhang 2 West side of house 3 Back/north side of house 4 Existing low roof hand framed with 2x4 roof rafters and soffit joists 5 Another view of new hand framed low roof overhang 6 Inside garage looking at garage door opening with 16" floor joists bearing on 3 ply 16" LVL garage door header Location 17466 Inland Circle, Lakeville, Minnesota Photos Taken by: Steve Eiker, PE Inspection Date: March 8, 2023 7 Existing 16" deep floor trusses bearing on exterior wall and cantilevering 1'-0" out towards low roof overhang 8 New studs for wall between house and garage where fire was 9 Back wall of garage with new floor trusses for upper floor support 10 New upper floor joists cantilever approximately 1'-0" out from exterior wall ,-----...._ lJ'tp CAtlC. ,,�g'1'fT. or l',€1- 1?, �(, �"'-'/�" �"" Ftll. r,flAP( © 2018 Pin Foundations, Inc. All Rights Reserved. DOC0008/01.2018 4810 Pt Fosdick Dr NW, PMB 60 Gig Harbor, Washington 98335 www.pinfoundations.com Toll Free: 866-255-9478 Main Office: 253-858-8809 General Email: info@diamondpiers.com RESIDENTIAL DIAMOND PIER LOAD CHART IAS-Accredited Third-Party Bearing, Uplift, and Lateral Field Tests 2 Minimum 1500 psf Silts/Clays (CL, ML, MH, CH)3 Model Pin No. Length Bearing Load Capacity  Equivalent Base Area  Cylinder Comparison  Frost Zone Uplift Load Capacity Lateral Load Capacity DP-50 / 36” 2700# 1.8 sf 18” dia 24” 600# 600# DP-50 / 42” * 3000# 2.0 sf 19” dia 36” * 900# * 600# DP-50 / 50” 3300# 2.2 sf 20” dia 48” 1200# 600# DP-75 / 50” * 3750# 2.5 sf 21” dia 48” * 1400# * 600# DP-75 / 63” 4200# 2.8 sf 22” dia 60” 1600# 600# Equivalency to Traditional Concrete Footings Minimum 2000 psf Sands/Gravels (SW, SP, SM, SC, GM, GC)3 Model Pin No. Length Bearing Load Capacity  Equivalent Base Area  Cylinder Comparison  Frost Zone Uplift Load Capacity Lateral Load Capacity DP-50 / 36” 3600# 1.8 sf 18” dia 24” 600# 600# DP-50 / 42” * 4000# 2.0 sf 19” dia 36” * 900# * 600# DP-50 / 50” 4400# 2.2 sf 20” dia 48” 1200# 600# DP-75 / 50” * 5600# 2.8 sf 22” dia 48” * 1400# * 600# DP-75 / 63” 6400# 3.2 sf 24” dia 60” 1600# 600# Equivalency to Traditional Concrete Footings *Interpolated from field test values. Notes: 1. This load chart is intended for simple structures supported by columns, posts, and beams loaded up to, but not exceeding, the stated capacities. It is not intended for structures with asymmetrical, rotational, overturning, or dynamic forces. Intended uses are described in section 2.0 of ICC-ES prescriptive bearing evaluation report ESR-1895. For projects that exceed the capacities or limitations defined herein, or the intended uses described in ESR-1895, contact PFI for additional information or site-specific capacity evaluation. See also the Use and Applications download at www.diamondpiers.com. 2. Capacities shown are tested to a Factor of Safety of 2, and are applicable in properly drained, normal sound soils only, with minimum soil bearing capacities as indicated. Copies of the field test reports are available from PFI upon request. 3. See IRC Table R401.4.1, “Presumptive Load-Bearing Values of Foundation Materials,” for a full description of applicable 1500 psf and 2000 psf soil types. For soils below 1500 psf, or soils with unknown characteristics, additional site and design analysis is required. For soils above 2000 psf, the values in this chart shall apply. 4. All capacities use four pins of the specified length per foundation. Pin length includes that portion of the pin embedded within the concrete head. See “Check Your Layout” in the Diamond Pier Installation Manual for more information on pin/pier layout and spacing restrictions. 5. For professional engineers designing for short-term transient loads, contact PFI for further information.