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Home My WebLink AboutPLANS Single Family Residence 2774 Ypsilon Circle 2021-08-27Reviewed by SAFEbuilt 08/27/2021 APPROVED by SAFEbuilt; 2015 International Codes Subject to inspection and compliance to all Relevant, adopted Building & Municipal Codes 08/27/2021 PRINT PLANS IN COLOR AND HAVE FOR INSPECTOR AT TIME OF INSPECTION Rim joist shall have an air barrier on the interior between each joist. All architectural plans, engineered foundation plans, soils reports, truss drawings, energy code report or ResCheck must be onsite for inspections. All Irrigation Sprinkler Taps Shall be Protected by an Approved Back Flow Device Ice barrier required from the lowest edges of all roof surfaces to a point not less than 24" inside the exterior wall line of the building. IRC R905.1.2 This structure must comply with the requirements of the 2017 National Electrical Code Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 2015 IECC sec. R402.4.4 Appliances must be direct vent (combustion and exhaust) or the mechanical equipment must be located within a room entirely isolated from the rest of the building's thermal envelope in accordance with sec. R402.4.4 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021     DRA CO O OL CI E S E N D L M I A WI LL T BA S R B E O N IHCR A T E C T 404053    COPYRIGHT PROTECTION NOTICE: All design drawings, construction documents, and specifications furnished by William Tabberson, Architect are and shall remain the property of the Architects. They are to be used only for the construction of this project. William Tabberson, AIA NCARB Certification No. 48418 Colorado Certification No. 404053                                                                                                19 3 7 W R o y a l e D r , Mu n c i e , I n d i a n a 4 7 3 0 4 - 3 2 2 9 Ph o n e : 3 1 7 . 3 7 1 . 3 6 9 2 Em a i l : b i l l t a b b e r s o n @ t a b b e r s o n a r c h i t e c t s . c o m We b s i t e : w w w . t a b b e r s o n a r c h i t e c t s . c o m   Reviewed by SAFEbuilt 08/27/2021       COPYRIGHT PROTECTION NOTICE: All design drawings, construction documents, and specifications furnished by William Tabberson, Architect are and shall remain the property of the Architects. They are to be used only for the construction of this project. William Tabberson, AIA NCARB Certification No. 48418 Colorado Certification No. 404053                                                                                                19 3 7 W R o y a l e D r , Mu n c i e , I n d i a n a 4 7 3 0 4 - 3 2 2 9 Ph o n e : 3 1 7 . 3 7 1 . 3 6 9 2 Em a i l : b i l l t a b b e r s o n @ t a b b e r s o n a r c h i t e c t s . c o m We b s i t e : w w w . t a b b e r s o n a r c h i t e c t s . c o m       DRA CO O OL CI E S E N D L M I A WI LL T BA S R B E O N IHCR A T E C T 404053 Reviewed by SAFEbuilt 08/27/2021      DRA CO O OL CI E S E N D L M I A WI LL T BA S R B E O N IHCR A T E C T 404053    COPYRIGHT PROTECTION NOTICE: All design drawings, construction documents, and specifications furnished by William Tabberson, Architect are and shall remain the property of the Architects. They are to be used only for the construction of this project. William Tabberson, AIA NCARB Certification No. 48418 Colorado Certification No. 404053                                                                                                19 3 7 W R o y a l e D r , Mu n c i e , I n d i a n a 4 7 3 0 4 - 3 2 2 9 Ph o n e : 3 1 7 . 3 7 1 . 3 6 9 2 Em a i l : b i l l t a b b e r s o n @ t a b b e r s o n a r c h i t e c t s . c o m We b s i t e : w w w . t a b b e r s o n a r c h i t e c t s . c o m   Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 Reviewed by SAFEbuilt 08/27/2021 ANCHOR ENGINEERING, Inc. PROFESSIONAL ENGINEER Denver, CO 80211 DRAWN BY-DESIGNED BY- 2535 17th Street REVIEWED BY- FAX (303) 830-9133PHONE (303) 783-4797 JOB NO.: Ysidoro M. Gutierrez EJPLD YMG210644 S1.0 GENERAL NOTES S1.1 GENERAL NOTES & TYPICAL DETAILS S1.2 TYPICAL DETAILS S2.0 FOUNDATION PLAN S3.0 SECOND FLOOR FRAMING PLAN S3.1 ROOF FRAMING PLAN SD1.0 FOUNDATION SECTIONS SD2.0 FLOOR FRAMING SECTIONS SD3.0 ROOF FRAMING SECTIONS STRUCTURAL SHEET INDEX - DENOTES INTERIOR SHEAR WALL, TYP. U.N.O. - DENOTES FLUSH FRAMED HEADER, TYP. U.N.O. - DENOTES WALL BELOW - DENOTES BEARING WALL ABOVE & BEARING WALL BELOW - DENOTES INTERIOR BEARING WALL ABOVE & BELOW w/ TRUSSES TERMINATING @ WALL, TYP. U.N.O. - DENOTES INTERIOR BEARING WALL ABOVE & BELOW w/ TRUSSES SPANNING CONT. @ WALL, TYP. U.N.O. PLAN LEGEND BLOCKING PANELS REQ'D. @ ALL BEARING & SHEAR WALLS, TYP. U.N.O. COMMON ABBREVIATIONS AEI RE: PLAN RE: ARCH RE: CIVIL E.O.R. U.N.O. TYP. SIM. REQ'D. REQ'M. F.V. BRG. MANUF. P.T. P.A.F. H.A.S. D.A.S. BOT. T.O.C. B.O.C. ANCHOR ENGINEERING, INC. REFER TO PLANS OR GENERAL NOTES REFER TO ARCHITECTURAL DRAWINGS REFER TO CIVIL DRAWINGS ENGINEER OF RECORD UNLESS NOTED OTHERWISE TYPICAL SIMILAR REQUIRED REQUIREMENTS FIELD VERIFY BEARING MANUFACTURER PRESERVATIVE-TREATED POWDER ACTUATED FASTENERS HEADED ANCHOR STUDS DEFORMED ANCHOR STUDS BOTTOM TOP OF CONCRETE BOTTOM OF CONCRETE T.O.W. B.O.W. FTG. FND. STD. A.F.F. J.B.E. O.H. VERT. HORIZ. CONC. BTWN. A.B. CJ EA. | ~ w/ @ & TOP OF WALL BOTTOM OF WALL FOOTING FOUNDATION STANDARD ABOVE FINISHED FLOOR JOIST BEARING ELEVATION OPPOSITE HAND VERTICAL HORIZONTAL CONCRETE BETWEEN ANCHOR BOLTS CONTROL JOINT EACH PLATE CENTER LINE WITH AT AND STRUCTURAL GENERAL NOTES DESIGN LOADS & GOVERNING BUILDING CODE Code: International Building Code (IBC) / International Residential Code (IRC) - 2015 Edition Roof: Ground Snow Load, Pg............................................. 72 psf Flat Roof Snow Load, Pf .......................................... 72 psf Exposure Factor, Ce................................................. 1.0 Thermal Factor, Ct................................................... 1.0 Snow Importance Factor, Is...................................... 1.0 Slope Factor(s), Cs................................................... 1.0 Drift Surcharge Load(s), Pd...................................... Re: Plan Width of Snow Drift(s), w..........................................Re: Plan Floor: Residential................................................................ 40 psf Wind: Ultimate (Basic) Design Wind Speed, V(ULT)............ 173 MPH (3-Second Gust) Risk Category............................................................II Exposure...................................................................C Internal Pressure Coefficient.....................................0.18 Components & Cladding(ULT)................................... 67.6 psf (20 sf) ± (Basic) 80.9 psf (20 sf) ± (Corner) Seismic: Seismic Design Category..........................................B Risk Category............................................................II Seismic Importance Factor, Ie.................................. 1.0 Site Class..................................................................D Deflection: Roof: Live Load:...............................................................L/360 Total Load:.............................................................L/240 Maximum Total Load Vertical Deflection Limit:......11 4" GENERAL CONSTRUCTION NOTES - The Structural Contract Documents are intended to be used in conjunction w/ the plans of all other disciplines working on the project. The contractor is responsible for the coordination of all required information indicated on the Structural Contract Documents & incorporating these requirements into the shop drawings of all other disciplines prior to submittal to Anchor Engineering, Inc. - Information provided within the Structural Contract Documents is subject to all requirements specified within the governing building code. The contractor shall be familiar w/ all portions of the governing building code that impact the type of construction being performed. For conditions where the Structural Contract Documents conflict w/ the governing building code, the more stringent requirements shall apply. The contractor shall keep a copy of the governing building code on site at all times during the construction phase of the project for reference. Anchor Engineering, Inc. shall be notified of any modifications resulting from a more stringent code requirement prior to construction for verification & coordination. - Modifications to the Structural Contract Documents due to conditions at the site that are unknown or concealed at the time of design do not fall within the original scope of work of the project. Required modifications shall be performed as additional services as outlined in the project contract. The Engineer shall be notified in writing by a Request for Information (RFI) to provide recommendations for resolution of the modification requested. - Dimensions & elevations indicated on the Structural Contract Documents shall be coordinated by the contractor w/ all other disciplines prior to the beginning of construction. Discrepancies shall be brought to the attention of the Architect. Scaling of the Structural Contract Documents is not permitted. - The contractor shall verify field conditions including existing utilities, sub-grade & above grade conditions which may interfere w/ construction & notify the applicable disciplines for modifications as required. - In the event of discrepancies btwn. project specifications, general notes, plans & details, the most stringent req'm. shall apply unless approved in writing. - Coordinate all openings through roof, floors, & walls w/ the appropriate disciplines. The penetration of structural members, unless specifically indicated on the Structural Contract Documents is not permitted without the review & consent of Anchor Engineering, Inc. including Post Tensioned slab on grade & all elevated slab construction. Openings & penetrations brought to the attention of the Engineer after the Structural Contract Documents are submitted to the city for review shall be subject to the requirements outlined in the Shop Drawings & Submittals section of the general notes. - All items embedded into concrete or masonry shall be positively secured against the hydraulic forces from concrete placement or incidental contact from tools or equipment during concrete placement. The special inspector shall verify all embedded items are secured prior to placement of concrete. - Unless specifically detailed &/or specified on the Structural Contract Documents, stairs, balusters, half-walls & railings for decks, balconies, awnings, sun shades & walkways as well as site retaining walls & improvements have not been designed by Anchor Engineering, Inc. Design & construction of these elements, when not expressly shown on the Structural Contract Documents, are the responsibility of the general contractor. These elements are considered design-build & the general contractor shall submit plans & calculations, sealed & signed by a professional engineer licensed in the state where the work is being performed. FOUNDATION DESIGN (Footings) - The foundation design is based on Presumptive Load-Bearing Values, Table R401.4.1 of the 2015 IRC. - Conventional Spread Footings: a. Maximum Allowable Bearing Pressure...................1,500 psf b. Minimum Frost Depth.............................................36" - All footings shall be placed on adequate bearing stratum or to a min. depth as shown on the drawings, whichever is deeper. - A qualified geotechnical engineer shall observe excavations prior to concreting operations to verify the bearing stratum is properly prepared. A copy of a field report shall be transmitted to the engineer of record. - Since the owner has elected not to obtain a geotechnical report for the site, the foundation has been designed based on Presumptive Load-Bearing Values as discussed above. Owner understands the inherent risks that can affect the foundations overall performance in making these assumptions. The owner acknowledges this condition and understands the potential for settlement, expansion or movement of all structures, floors, concrete slats, etc. if no geotechnical report is provided to our office for the site. STRUCTURAL ERECTION & BRACING REQUIREMENTS - The structural drawings illustrate the completed structure w/ elements in their final positions, properly supported & braced. These construction documents contain typical & representative details to assist the contractor. Details shown apply at all similar conditions unless noted otherwise. - Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated, nor is every exceptional condition addressed. All proprietary connections shall be installed in accordance w/ the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner & in accordance w/ the governing building code, local amendments, & local ordinances. - The general contractor is responsible for coordination of all work, including layout & dimension verification, materials coordination, shop drawing review, & the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the architect for resolution. Continuation of work without notification of discrepancies relieves the architect & engineer of all liability. - Unless otherwise specifically indicated, the Structural Contract Documents do not describe means, methods, techniques or sequences of construction. The Contractor, in the proper sequence, shall provide proper shoring & bracing as may be required during construction & is responsible for the procurement of all engineering services required to achieve the final completed structure. The contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, & to protect the structure, workmen, & others during construction. Such work shall include, but not be limited to, bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices & programs of all kinds, support & bracing for cranes & other erection equipment, & the dynamic effects of thermal variations on structural elements & connections during construction. Do not backfill against basement or retaining walls until supporting slabs & floor framing are in place & securely anchored unless adequate bracing is provided. Structural steel frames are "non-self-supporting" per AISC Code of Standard Practice. Temporary bracing shall remain in place until all floors, walls, roofs & any other supporting elements are in place. The architect & engineer bear no responsibility for the above items & observation visits to the site do not in any way include inspection of them. - Where periodic or continuous inspection is required by these documents, governing building code, local amendments, or local ordinance, the owner shall employ an independent inspector certified in the particular area of concern. The inspector shall be responsible to, & report to, the architect & building department. REINFORCED CONCRETE - Design is based on "Building Code Requirements for Reinforced Concrete" (ACI 318 - Latest Edition). Concrete work shall conform to "Specifications for Structural Concrete for Buildings" (ACI 301 - Latest Edition). Hot & cold weather shall be in conformance w/ ACI 305 & ACI 306 respectively. - Concrete design mixes shall provide concrete w/ properties as listed in Concrete Design Mix Matrix below. - Cement shall conform to ASTM C150. - Aggregate size shall not exceed 3/4" unless noted otherwise. - Chloride admixtures shall not be used. - Concrete mix designs shall be submitted to the structural engineer for approval prior to construction. Pouring concrete before the mix designs have been approved by the structural engineer is at the Contractor's risk. The contractor shall bear the cost, if necessary, to remove & replace the unacceptable conc. - Concrete exposed to weather shall have a min. air entrainment of 6 ± 1 12 percent. Parking Level slabs are considered "exposed to weather". Exposed portions of Podium Level slab are assumed covered w/ a membrane & therefore not "exposed to weather". - Air entrainment may be used for interior concrete not exposed to weather but may result in finishing complications. - Fly ash shall conform to ASTM specification C618, Class C or Class F. Fly ash shall not exceed 20% of the total weight of cementitious material unless noted otherwise. - Slabs & grade beams shall not have cold joints in a horizontal plane. Where stop in concrete placement is necessary at a point other than shown on these drawings, contact the Structural Engineer for direction. Vertical construction joints within grade beams shall be made within the center third of the span between supports. Horizontal shear keys or a roughened surface shall be provided. All reinforcing shall be continuous through construction joints. - Reinforcing Bars shall conform to ASTM A615 or ASTM A706. All bars shall be Grade 60. Bars to be welded shall conform to ASTM A706. Detailing, fabrication, & placement of reinforcing steel shall be in accordance w/ the "Manual of Standard Practice for Detailing Reinforced Concrete Structures (ACI 315 - latest ed.)". No splices of reinforcement shall be made & no welding to reinforcing shall be permitted except as shown or as approved by the Structural Engineer. Any welding of reinforcing thus approved shall be done by certified welders in strict conformance to the "AWS Structural Welding Code - Reinforcing Steel" of the American Welding Society (AWS D1.4 latest ed.). "Tack" welding of/to reinforcing will not be permitted under any circumstances. min. length of lapped splices shall be Class B tension splices as indicated in the reinforcing bar splice schedule on this sheet, unless noted otherwise. Make all bars continuous at corners/intersections or provide corner bars of equal size. Welded wire mesh shall be lapped one full mesh at sides & one full mesh plus 2" at the ends but not less than 6" & shall be wire tied. - Reinforcing bar extending from surface of cured concrete shall not be twisted in order to achieve correct alignment. Contact Anchor Engineering for repair at all locations where reinforcing bar hooks or extensions are not placed w/ correct orientation or where bars are twisted inadvertently. - Where cont. bars in beams/grade beams, & walls must be spliced, slice top bars at mid-span & splice bot. bars over supports. - Unless noted otherwise on plan or in details, concrete protection for reinforcement in cast-in-place conc. shall be as follows: a. Conc. cast against & permanently exposed to earth........3" b. Formed surfaces exposed to earth or weather: #6 through #11 bars...............................................2" #5 bar, W31 or D31 wire, & smaller.......................112" c. Concrete not exposed to weather or in contact w/ ground: Slabs, walls, joists: #11 bar & smaller...................................................1" Beams, columns: Primary Reinforcement...........................................112" Stirrups, ties, spirals...............................................112" - Provide (2) #5 bars, one each face, w/ 2'-0" projection on all sides of openings in concrete, unless noted otherwise. - Provide #3 stirrup support bars where required by absence of other longitudinal reinforcement, use #4 in spandrel beams. - Slabs-on-grade shall be reinforced w/ a min. of ASTM A1064, 70 ksi 6x6-W2.1xW2.1 W.W.M. for up to 5" thick slabs, 6x6-W2.9xW2.9 W.W.M. for 6" slabs unless noted otherwise. W.W.M. shall be lapped one full mesh at sides & one full mesh plus 2" at the ends but not less than 6" & shall be wire tied. - Topping slabs on steel deck shall be reinforced w/ ASTM A1064, 70 ksi unless noted otherwise. Polypropylene fibers may not be used as an acceptable alternative for W.W.M. - Provide a 3 4" chamfer on all exposed corners of concrete walls & columns unless noted otherwise. - Contractor to allow for 1500 lineal feet of #5 rebar to be used at the discretion of the Engineer of Record. Bar not used for construction shall be returned to supplier & the returned bar cost shall be credited back to the owner. - The "Concrete Mix Design Matrix" is a performance specification only to specify the final in-place concrete construction. The actual concrete mix design is provided by the concrete supplier. Anchor Engineering, Inc. is not responsible for the performance of the mix during construction or the means & methods required to attain the specified in-place concrete construction. The contractor & concrete supplier should consider the required means & methods required for each mix design to ensure performance during construction. CONCRETE MIX DESIGN MATRIX INTENDED USE OF CONCRETE 28-DAY COMP. STRENGTH, PSI MAX. W/C RATIO CEMENT TYPE MIN. AIR CONTENT NOTES GRADE BEAM & FOUNDATION WALLS INTERIOR SOG EXTERIOR SOG OTHER CONC. 4000 4000 4500 4500 0.45 0.45 0.45 0.45 I / II I / II I / II I / II 6% ± 11 2% 6% ± 11 2% 6% ± 11 2% - - SLAB-ON-GRADE SLAB-ON-GRADE - POST-INSTALLED ANCHOR NOTES - Drill & install post-installed anchors according to manufacturer's printed installation instructions & if applicable, per manufacturer's on-site training. - All post-installed anchors shall meet ICC-ES Compliance for each type of application. - Unless noted otherwise on the Structural Contract Documents, the product information & ICC-ES Evaluation Report for all anchors must be submitted. - Concrete must be at least 21 days old before installation of adhesive anchors. - All anchor designs are for installation in the following conditions, unless noted otherwise. Written approval must be received from Engineer prior to installation of adhesive anchors in alternate conditions. a. Dry concrete, unless noted otherwise. b. Concrete temperature at time of installation must be within the temperature range indicated by the product manufacturer for full anchor capacity. See manufacturer's printed installation instruction for adhesive gel & cure times. c. Anchor holes to be hammer drilled. d. Anchor holes to be cleaned per manufacturer's printed installation instructions prior to adhesive injection. - All installers of post-installed anchors shall have taken the ACI certification program per IBC-2012 & later codes as well as the product manufacturer training program. Submit certificates for record. - All post-installed anchors in concrete shall be suited for use in seismic & cracked concrete applications. - Adhesive anchors in concrete shall be as indicated in the Structural Contract Documents or approved equal. - Adhesive anchors in CMU grouted solid at the anchor shall be as indicated in the Structural Contract Documents or approved equal. Cells at the anchor & one course above & below the anchor shall be grouted solid. - Adhesive anchors in masonry & hollow CMU shall be as indicated in the Structural Contract Documents w/ matching screens produced by the same manufacturer as the anchor or approved equal. - Adhesive anchors in overhead, negative slope, or horizontal applications must be qualified for these installation orientations w/ specific recommendations from the manufacturer. Installers for these applications shall be certified in accordance w/ ACI requirements. - Expansion anchors in concrete shall be as indicated in the Structural Contract Documents or approved equal. - Expansion anchors in CMU grouted solid at the anchor shall be as indicated in the Structural Contract Documents. Cells at the anchor & one course above & below the anchor shall be grouted solid. - Anchor capacity used in design shall be based on the technical data published by the manufacturer or such other method as approved by the Structural Engineer of Record. Substitution request for alternate products must be approved in writing by the Structural Engineer of Record prior to use. Contractor shall provide calculations demonstrating that the substituted product is capable of achieving the performance values of the specified product. Substitutions will be evaluated by their having & ICC ESR showing compliance w/ the relevant building code for seismic uses, load resistance, installation category, & availability of comprehensive installation instructions. Adhesive anchor evaluation will also consider creep, in-service temperature & installation temperature. STRUCTURAL STEEL - Structural steel shall be detailed, fabricated, & erected in conformance w/ the AISC Specification & the Code of Standard Practice, latest editions. - Rolled structural steel shapes shall conform to the following specifications: a. W Shapes.....................................ASTM A992, 50 ksi b. Channels, Angles, & Plates..........ASTM A36, 36 ksi (U.N.O. in plans) c. Pipe Shapes................................. ASTM A53, Grade B, 35 ksi d. Structural Tubing (TS/HSS)..........ASTM A500, Grade B, 46 ksi - Connections made under shop conditions shall be welded or bolted w/ ASTM F3125 Grade A325 high strength bolts, type X or N. Welds shall be made w/ AWS A5.1 or A5.5 class E70XX electrodes or equivalent submerged arc & follow all requirements of AWS D1.1. - Design of all steel connections shall be the responsibility of the steel fabricator in accordance w/ AISC 303 Code of Standard Practice for Steel Buildings & Bridges, latest edition, Section 3.1.1 Option 3 & all associated requirements. Field bolted connections shall be bearing type w/ 3/4" diameter A325-N bolts, unless noted otherwise. All connections where reactions are not indicated on plan shall support 60% of the total uniform load capacity in bending for each beam & span as shown in the AISC uniform load constant tables. Connections shall generally follow those as found in AISC "Steel Construction Manual" latest edition. The steel fabricator shall submit plans, details, & calculations, sealed & signed by a professional engineer licensed in the state where the work is being performed for review by Anchor Engineering, Inc. - All welds shall be performed by an AWS certified welder. - min. fillet weld sizes shall conform to AISC requirements. - Anchor bolts shall conform to ASTM F1554, 36 ksi unless noted otherwise. - Headed anchor studs (H.A.S.) shall conform to ASTM A108 w/ a min. tensile strength of 60,000 psi. Deformed anchor studs (D.A.S.) shall be ASTM A706 w/ a min. tensile strength of 60,000 psi. - Structural steel members shall as a min. be coated w/ SSPC 15-68, Type 1 (Red Oxide) paint. Structural steel exposed to weather shall be Hot-Dipped Galvanized in accordance w/ ASTM A153. Coatings damaged due to shipping, erection, welding or bolting shall be repaired in a manner that will provide a corrosion resistance equivalent or better than that provided in shop. - Steel in contact w/ earth shall be coated w/ (2) layers of a bituminous paint unless noted otherwise. DIMENSION LUMBER, TIMBERS, & STRUCTURAL SHEATHING - All dimension lumber & timbers used for structural framing (excepting wall studs & plates) shall be Hem Fir visually graded as follows: Timbers Used for Structural Framing: 2" thick, 4" wide.....................Hem Fir No. 2 or better Fb = 850 psi 2"-4" thick, 5" & wider............Hem Fir No. 2 or better Fb = 850 psi 5" & thicker, 5" & wider.........Hem Fir No. 1 or better Fb = 1050 psi Dimension lumber used for 2x6 & 2x4 wall studs shall be the size & type indicated in the Wall Stud Schedule on S1.1: Douglas Fir-Larch No. 2 or better...................Fb = 900 psi, Fc = 1350 psi U.N.O. Douglas Fir-Larch Stud grade or better..........Fb = 700 psi, Fc = 850 psi U.N.O. Hem Fir No. 2 or better...................................Fb = 850 psi, Fc = 1300 psi. U.N.O. Hem Fir Stud grade or better..........................Fb = 675 psi, Fc = 800 psi. U.N.O. - Refer to stud schedule for wall studs. - Wall top & bottom plates shall match the wall stud lumber & grade w/ the following exceptions. a. All wall sill plates attached to concrete foundation walls shall be Southern Yellow Pine Stud grade or better, pressure treated, w/ a min. Fc(perp.) = 405 psi. - All dimension lumber & timbers used for structural framing shall be surface dry "S-dry" or kiln dried "kd" w/ a maximum moisture content of 19 percent. - All wood in contact w/ concrete, masonry, or exposed to weather shall be preservative treated. If a material other than SBX/DOT & zinc borate preservative treated lumber is selected and/or is used for an exterior application, all fasteners in contact w/ the treated lumber (including nails, anchor bolts, etc.) shall be "hot-dipped" galvanized or of stainless steel. - Refer to Shear Wall Schedule for attachment of sill plate to concrete. - Provide 1 x 4 cross bridging not over 8'-0" on center for all wood joists where depth is equal to or more than 6 times the thickness, & 2 x blocking between joists at supports. Standard grade lumber may be used for bridging & blocking. - Provide solid blocking between joists or floor trusses under all load bearing partitions running perpendicular to joists. - Provide squash blocking at all gang studs and shear wall end posts. - All wood connectors called for on the drawings are as manufactured by the Simpson Strong Tie Company. Connectors by other manufacturers may be used if the load capacity is equal to or greater than the connector specified & the alternate connectors are approved in writing by Anchor Engineering, Inc.. Using the manufacturer's furnished nails & bolts for the connection indicated. If the manufacturers literature provides options for maximum & min. fastening, the maximum specified fastening condition shall be used unless noted otherwise. - Structural sheathing: a. Structural sheathing for roof, wall & floor sheathing shall be APA Rated Exposure 1 u.n.o. on the general shear wall schedule w/ exterior glue & shall conform to American Plywood Association Standard PS 2, latest edition. b. Diaphragm sheathing shall be of the thickness & index number shown on plans, placed w/ the face grain perpendicular to supports & w/ end joints staggered. c. Nails shall be of the size & spacing shown on the plans. Shear walls shall be sheathed & nailed as indicated in the Shear Wall Schedule. d. Provide suitable edge support by use of plyclips, tongue & groove panels or solid wood blocking between supports. e. Wood structural panels or wood structural sheathing indicated on plan may be Plywood or Oriented Strand Board (O.S.B.) at the contractors option provided all specified requirements for Grade, glue, span rating, direction of application, etc. are met. - Fasten all wood members w/ common nails according to the International Building Code table 2304.9.1 (for 2009 & 2012 IBC) 2304.10.1 (for 2015 & 2018 IBC) unless shown otherwise. min. end & edge distances for bolts, nails, or patterns of fasteners shall comply w/ the IBC Chapter 23 & the National Design Standard, N.D.S, Chapter 11, latest edition. - Fire blocking in all walls shall be provided as required by the IBC or the Local Building Code, whichever is more stringent, or as specifically indicated in the Architectural Drawings. PLANT FABRICATED / ENGINEERED WOOD FRAMING (Trus Joist) - Pre-Engineered "plated" roof & floor trusses shall be designed to support the full dead loads & the superimposed design loads noted above, in the Wall Stud Schedule or on the drawings. Web arrangement & member forces shall be determined by the fabricator. - "I-joist" members shall be as manufactured by iLevel or approved equal & shall carry ICC approval for the composite section. Bridging & blocking shall be installed & erection requirements shall be as recommended by the manufacturer. - Typical framing rim board shall be 1 18" or 114" wide by full depth continuous LSL. As an alternate, the LSL rim may be replaced by an end wall floor truss provided the end wall floor truss design accounts for the appropriate stacked loading of all levels above. Contractor shall coordinate w/ the truss manufacturer if alternate is desired. - Laminated Veneer Lumber (LVL): Beam Members noted as "LVL" on these plans shall be supplied in the net sizes as called out & shall be manufactured by Trus Joist or approved equal. The min. allowable design values shall be: Modulus of elasticity (E):.......................................... 2,000,000 psi Flexural stress (Fb):..................................................2,600 psi Compression Perp. to Grain (Fc,perp):.....................750 psi Compression Para. to Grain (Fc,para):.....................2,510 psi Horizontal Shear (Fv):...............................................285 psi - Laminated Strand Lumber (LSL): Beam Members noted as "LSL" on these plans shall be supplied in the net sizes as called out & shall be manufactured by Trus Joist or approved equal. The min. allowable design values shall be: Modulus of elasticity (E):.......................................... 1,550,000 psi Flexural stress (Fb):..................................................2,325 psi Compression Perp. to Grain (Fc,perp):.....................900 psi Compression Para. to Grain (Fc,para):.....................2,170 psi Horizontal Shear (Fv):...............................................310 psi - Parallel Strand Lumber (PSL): Members noted as "PSL" on these plans shall be supplied in the net sizes as called out & shall be manufactured by Trus Joist or approved equal. The min. allowable design values shall be: Modulus of elasticity (E):.......................................... 2,000,000 psi Flexural stress (Fb):..................................................2,900 psi Compression Perp. to Grain (Fc,perp):.....................750 psi Compression Para. to Grain (Fc,para):.....................2,900 psi Horizontal Shear (Fv):...............................................290 psi - Prefabricated wall components may be used given shop drawings are provided by the manufacturer for review by the Structural Engineer of Record. Shop drawings & calculations bearing the seal of a professional engineer (employed by the manufacturer) registered in the state where the project is being built shall be submitted to the Structural Engineer for review. - Shop drawings & calculations bearing the seal of a professional engineer (employed by the manufacturer) registered in the state where the project is being built shall be submitted to the Structural Engineer for review. SHOP DRAWINGS & SUBMITTALS - Review of shop drawings by the Structural Engineer is to establish general conformance of the shop drawings w/ the Structural Contract Documents. No responsibility is assumed by the Structural Engineer for correctness, dimensions or details. All min. conditions & requirements specified on the Structural Contract Documents or in the governing building code & referenced standards shall be met regardless of the information indicated on the shop drawings. The contractor bears sole responsibility for errors, omissions & code requirements associated w/ the shop drawings & the application of the information therein. - Shop drawings will be reviewed one (1) time by Anchor Engineering, Inc. (AEI) for conformance w/ the Structural Contract Documents. If shop drawings are indicated by AEI as Revise & Resubmit, AEI will review the resubmittal for incorporation of the redlined items only. Further review of structural submittals beyond these indicated will result in additional fees charged on an hourly basis at AEI's standard rates per the project Agreement. - Construction Documents are copyrighted & shall not be reproduced for use as erection plans or shop details. - All shop & erection drawings shall be checked & stamped by the General Contractor prior to submission for Engineer's review. Unchecked submittals will be returned without review. Furnish one (1) electronic or two (2) hard copy sets of shop & erection drawings for Concrete Mix Design, Concrete Reinforcing Steel, Structural Steel, Timber Frame, & Wood Roof Trusses to Structural Engineer for review prior to fabrication. - Submit in a timely manner to permit ten (10) working days for review by Structural Engineer. - Requests for the modification of plans or specifications shall be submitted in writing. Shop drawings, submitted for review do not constitute "in writing" unless specific suggested changes are clearly marked. In any event, such changes by means of the shop drawing submittal or request for information process become the responsibility of the one initiating such change & shall compensate Anchor Engineering, Inc. for time & expense incurred for making the desired modifications. - The contractor shall allow for adequate time for the review, design & detailing of requested modifications or repairs in the construction schedule. - Review of shop drawings by the Engineer of Record is a courtesy & does not relieve the supplier of requirements indicated in the Structural Contract Documents unless specifically noted otherwise in writing by the reviewing engineer. STRUCTURAL OBSERVATIONS - Structural Engineer shall make periodic observations of the construction during placement of foundation & erection of structural framing. The purpose of the observations shall be to become generally familiar w/ the quality of work of the contractor in order to determine general conformance w/ the contract documents. Such observations shall not replace required inspections by the governing authorities or serve as "special inspections" as may be required by Chapter 17 of the governing building code. - The contractor shall notify the Structural Engineer at the following stages of construction so that these observations may be made: a. Prior to placing foundation concrete (after reinforcement placement). b. Prior to placing Post-Tension slab concrete (after strand & mild reinforcement placement). c. Prior to grouting structural masonry walls (after block & reinforcement placement). d. During erection of each level of structural framing. e. After completion of all structural framing erection (including permanent bracing). f. After roof deck has been placed & connected (before roofing operations). - Notification for observation shall be given to the Structural Engineer at least 24 hours prior to the time the observation is needed. The Structural Engineer may not make observations at each notification & lack of observation shall not stop progress of construction nor shall the observation indicate owner's acceptance of all work related to the observation. SPECIAL INSPECTION REQUIREMENTS - A special inspector shall be engaged to make Special Inspections of the construction work as outlined below in conformance w/ the provisions of chapter 17 of the Governing Building Code. - Special Inspections shall be performed by an independent, established & recognized agency approved by the building official as demonstrating competence in performing the required Special Inspections. - The special inspector shall have experience in the inspection of the particular type of construction or operation for which the special inspection is being performed. - The inspecting agency shall keep records of all inspections performed. A copy of all inspection reports shall be provided to the building official as well as to Anchor Engineering, Inc.. - Inspection reports shall specify that work inspected was completed in full conformance to the most recent approved Structural Contract Documents. Any discrepancies w/ the Structural Contract Documents shall be brought to the immediate attention of the contractor for correction. All required structural corrections/modifications shall be submitted to Anchor Engineering, Inc. & adequate time shall be allotted for by the contractor for review & response. Costs incurred due to required corrections, modifications & time delays shall be the sole responsibility of the contractor. - A final report shall be issued by the inspection agency to the building department as well as Anchor Engineering, Inc. stipulating that all inspected items are in conformance w/ the Structural Contract Documents or w/ additional documentation provided by the building department or Anchor Engineering, Inc.. All Structural Contract Documents used in the special inspection process shall be identified & itemized, including dates of issue. - Inspection reports shall include the names of personnel on site during inspection. - The following work shall be inspected by the special inspector in accordance with chapter 17 of the Governing Building Code and referenced standards.2015 & 2018 IBC Sec. Alt. 2012 IBC Sec. ·Steel Construction: IBC Section 1705.2 ·Concrete Construction: IBC Section 1705.3 ·Wood Construction:IBC Section 1705.5 ·Soils:IBC Section 1705.6 ·Special Inspection for Wind Resistance: IBC Section 1705.11 IBC Section 1705.10 ·Special Inspection Seismic Resistance: IBC Section 1705.12 IBC Section 1705.11 DEFERRED SUBMITTALS - Unless specifically detailed herein and/or specified on the structural contract documents, the following items have not been designed by Anchor Engineering, Inc.. Design & construction of these elements, when not expressly shown on the Structural Contract Documents, are the responsibility of the General Contractor. These elements are considered design-build & the General Contractor shall submit plans & calculations to our office for review. The plans & calculations must be sealed & signed by a Professional Engineer licensed in the state where the work is being performed unless noted otherwise. ·Wood Roof Trusses ·Structural Steel Connections ·Structural Insulated Panels ·Timber Frame ·Miscellaneous Steel Assemblies (Including but not limited too Stairs, Handrails, Guard Rails, Balusters, Half-Walls, Balconies, Awnings, Sun Shades, Canopies, ect.) ·All Landscape Features & Site Work Including but Not Limited to Site Retaining Walls, Planters, Arbors, Shade Structures, Walkways, etc. UNLESS SPECIFICALLY DETAILED &/OR SPECIFIED ON THE STRUCTURAL CONTRACT DOCUMENTS, STAIRS, BALUSTERS, HALF-WALLS & RAILINGS FOR DECKS, BALCONIES, AWNINGS SUN SHADES, & WALKWAYS HAVE NOT BEEN DESIGNED BY ANCHOR ENGINEERING, INC. DESIGN & CONSTRUCTION OF THESE ELEMENTS, WHEN NOT EXPRESSLY SHOWN ON THE STRUCTURAL CONTRACT DOCUMENTS, ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. THESE ELEMENTS ARE CONSIDERED DESIGN-BUILD & THE GENERAL CONTRACTOR SHALL SUBMIT PLANS & CALCULATIONS, SEALED & SIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE WHERE THE WORK IS BEING PERFORMED. 1 1 S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S1.0 CITY COMM.08/20/211 08/20/2021 Digitally signed by Ysidoro Gutierrez DN: C=US, E=izzy@anchroeng.com, O=Anchor Engineering Inc., CN=Ysidoro Gutierrez Reason: I have reviewed this document Date: 2021.08.20 07:45:22-06'00' Reviewed by SAFEbuilt 08/27/2021 REBAR SPLICE LENGTHS BAR SIZE #3 SPLICE LENGTH (in) (TOP BARS) 28 SPLICE LENGTH (in) (BOTTOM BARS & VERTS) 22 CLASS 'B' TENSION SPLICES #4 #5 3728 4636 #6 #7 5643 8162 #8 #9 9371 10480 #10 #11 11890 131100 NOTES: 1. SPLICE LENGTHS ARE BASED ON f'c = 3000 psi. 2. SPLICE LENGTHS ARE 1.3 x BASIC DEVELOPMENT LENGTH. 3. LAP SPLICES ARE NOT PERMITTED FOR #14 OR #18 BARS. 4. TOP BAR LENGTHS ARE SPECIFIED FOR HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12 IN. OF FRESH CONCRETE IS CAST IN MEMBER BELOW THE SPLICE. REBAR MARK CONVERSION "Soft Metrification" U.S. GRADE 60 = SI GRADE 420 (4) U.S. GRADE 40 = SI GRADE 300 U.S.mmSIin. BAR SIZE DESIGNATION BAR DIAMETER #3 #4 #5 #6 #7 #8 #9 #10 #11 #10 #13 #16 #19 #22 #25 #29 #32 #36 .375 .500 .625 .750 .875 1.000 1.128 1.270 1.410 9.5 12.7 15.9 19.1 22.2 25.4 28.7 32.3 35.8 HOLDOWN SCHEDULE TYPE HOLDOWN MODEL FOUNDATION ANCHOR/ END LENGTH # VERT. STUDS HD1 HD2 HD3 HD4 HD5 HD6 HD7 HD10 HD11 HD12 HD13 HDU11-SDS2.5 N/A N/A SSTB16 SSTB24 (2) 2x4 or (2) 2x6 (4) 2x4 or (2) 2x6 (2) 2x4 or (2) 2x6 (3) 2x4 or (2) 2x6 HD14 HDU8-SDS2.5 N/A (2) 2x4 or (2) 2x6 NOTES: 1. REFER TO GENERAL NOTES SHEETS FOR HOLDOWN DETAILS. 2. ALL HOLDOWNS ON PLAN ARE TO BE INSTALLED @ LEVEL SHOWN. PLACE HOLDOWNS @ CORNER STUDS, TYP. U.N.O. 3. ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D FASTENERS & INSTALLATION PROCEDURES. 4. IF FIELD CONDITIONS FALL OUTSIDE OF LIMITS INDICATED IN THE TABLE ABOVE, CONTACT ANCHOR ENGINEERING, INC. FOR ADDITIONAL RECOMMENDATIONS. 5. RE: POST INSTALLED HOLDOWN SCHEDULE FOR POST INSTALLED HOLDOWN OPTIONS. Holdown MarkHD1 MIN. EDGE DISTANCE MIN. END DISTANCE MIN. SPACING MIN. EMBED. 1 2" N/A N/A 8" 1 2" N/A N/A 10" 1 2" N/A N/A 14" 1 3 4"5"N/A 12 5 8" 1 3 4"5"N/A 20 5 8" 1 3 4"5"N/A 24 7 8" 1 3 4"5"N/A 24" N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A CS16 14" (4) 2x4 or (3) 2x6 CMSTC16 CMST14 CMST12 LSTHD8 (RJ) STHD10 (RJ) STHD14 (RJ) 19" 25" 34" (5) 2x4 or (3) 2x6 (2) 2x4 or (2) 2x6 (2) 2x4 or (2) 2x6 (3) 2x4 or (2) 2x6 (4) 2x4 or (2) 2x6 (3) 2x6 CS14 44" HDU5-SDS2.5 HDU2-SDS2.5 SSTB28 SB1x30 TRUSS HOLDOWN SCHEDULE PLY ALL FOUNDATION ANCHOR 3 N/A UPLIFT LOAD < 495 lbs HOLDOWN REQ'D H2.5T FLOOR-TO-FLOOR STRAP 3, 4 N/A 1 N/A< 1015 lbs H10A N/A ALL HDU2-SDS2.5< 2250 lbs (2) HTS20 5 1,2 HDU2-SDS2.5< 1620 lbs LGT2 6 2, 3, 4 HDU5-SDS2.5< 3285 lbs MGT w/ HDU4-SDS2.5 (2) CS14 3, 4 HDU11-SDS2.5< 8030 lbs HGT-x w/ (2) HDU5-SDS2.5 7,8 NOTE: 1. ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D. FASTENERS & INSTALLATION PROCEDURES. 2. IF UPLIFT CONDITIONS FALL OUTSIDE THE LIMITS INDICATED IN THIS TABLE, CONTACT ANCHOR ENGINEERING, INC. FOR ADDITIONAL RECOMMENDATIONS. 3. REFER TO HOLDOWN SCHEDULE FOR FOUNDATION ANCHOR/END LENGTH REQ'M. RE: MANUF. FOR ADDITIONAL REQ'M. TYP. 4. FLOOR TO FLOOR STRAPS SHALL BE INSTALLED @ EACH FLOOR LEVEL OF THE STRUCTURE. LOCATE STRAP DIRECTLY BELOW TRUSS BEARING. 5. PROVIDE MINIMUM (2) 2x VERTICAL STUDS BELOW TRUSS. TWIST STRAPS TO TWIST TO EXTEND VERTICALLY DOWN STUDS ONE STRAP PER STUD. 6. AT SINGLE PLY TRUSS PROVIDE 2x BEARING BLOCK x 1'-6". BEARING BLOCK TO MATCH BOTTOM CHORD DEPTH OF PRE-MANUFACTURED ROOF TRUSS. FASTEN 2x BEARING BLOCK TO BOTTOM CHORD OF PRE-MANUFACTURED ROOF TRUSS w/ (4) 10d NAILS EA. SIDE OF GIRDER TRUSS TAB CONNECTION [(8) 10d NAILS TOTAL]. 7. x INDICATES # OF PLIES OF GIRDER TRUSS 8. STAGGER HOLDOWNS VERTICALLY SO SCREWS DO NOT CONFLICT. CS14 CS14 CMST12 1, 2 3 HDU5-SDS2.5< 2920 lbs LGT3-SDS2.5 CMSTC16 WALL STUD SCHEDULE LEVEL OF FRAMING WALL STUD DESCRIPTION TYP. EXTERIOR WALLS: ROOF TO 3rd FLOOR (9'-1" MAX.) 2x6 HEM-FIR #2 @ 12" o.c. 3rd FLOOR TO 2nd FLOOR (9'-1" MAX.) 2x6 HEM-FIR #2 @ 12" o.c. 2nd FLOOR TO FOUNDATION (9'-1" MAX.) (2) 2x6 HEM-FIR #2 @ 16" o.c. LOAD BEARING 2x4 HEM-FIR #2 @ 12" o.c. STUD SPECIES, GRADE, OR SPACING INDICATED IN PLAN TAKES PRECEDENCE OVER INFORMATION CONTAINED IN THE WALL STUD SCHEDULE. STUD WALLS INDICATED IN PLAN TO HAVE A SPACING VARYING FROM THAT INDICATED IN THE SCHEDULE SHALL BE OF THE SAME SPECIES AND GRADE AS THE SCHEDULE INDICATES FOR THE CONDITION OF THE STUDS SHOWN IN PLAN (i.e. INTERIOR/EXTERIOR/LOAD BEARING) DESIGNATED STUD WALLS, TO BE CONSTRUCTED BELOW LEVEL IN WHICH DESIGNATION MARK APPEARS. TYP. INTERIOR PARTY WALLS: ROOF TO 3rd FLOOR (9'-1" MAX.) 2x4 HEM-FIR #2 @ 16" o.c. 3rd FLOOR TO 2nd FLOOR (9'-1" MAX.) 2x4 HEM-FIR #2 @ 16" o.c. 2nd FLOOR TO FOUNDATION (9'-1" MAX.) 2x4 HEM-FIR #2 @ 12" o.c. INTERIOR LOAD BEARING WALLS: ROOF TO 3rd FLOOR (9'-1" MAX.) 2x4 HEM-FIR #2 @ 16" o.c. 3rd FLOOR TO 2nd FLOOR (9'-1" MAX.) 2x4 HEM-FIR #2 @ 16" o.c. 2nd FLOOR TO FOUNDATION (9'-1" MAX.) 2x4 HEM-FIR #2 @ 12" o.c. LOAD BEARING 2x6 HEM-FIR #2 @ 12" o.c. STW# STW1 STW2 CORRIDOR WALLS: ROOF TO 3rd FLOOR (9'-1" MAX.) 2x6 HEM-FIR #2 @ 16" o.c. 3rd FLOOR TO 2nd FLOOR (9'-1" MAX.) 2x6 HEM-FIR #2 @ 16" o.c. 2nd FLOOR TO FOUNDATION (9'-1" MAX.) 2x6 HEM-FIR #2 @ 16" o.c. MATERIALS TESTING REQUIREMENTS - Testing & Inspecting: Owner will engage a special inspector & qualified testing & inspecting agency to perform field tests & inspections & prepare test reports. CONCRETE: - Testing of composite samples of fresh concrete obtained according to ASTM C 172 shall be performed according to the following requirements: 1. Testing Frequency: Obtain one sample for each day's pour of each concrete mixture exceeding 5 cu. yd., & not less than one sample for each 100 cu. yd. or fraction thereof. 2. When frequency of testing will provide fewer than five compressive-strength tests for each concrete mixture, testing shall be conducted from at least five randomly selected batches or from each batch if fewer than five are used. 3. Slump: ASTM C 143/C 143M; one test at point of placement for each sample, but not less than one test for each day's pour of each concrete mixture. Perform additional tests when concrete consistency appears to change. 4. Air Content: ASTM C 231, pressure method, for normal-weight concrete; one test for each sample, but not less than one test for each day's pour of each concrete mixture. 5. Concrete Temperature: ASTM C 1064/C 1064M; one test hourly when air temperature is 40 deg F & below & when 80 deg F & above, & one test for each composite sample. 6. Compressive-strength testing for stressing operations, See POST-TENSIONED ELEVATED SLAB section of general notes. 7. Compressive-Strength Tests: mold the cylinders per ASTM C31 & test the cylinders per ASTM C39. a. Provide a min. of four 6x12 (or five 4x8) cylinders from each sample taken. More cylinders may be taken at Contractor's option or for determination of compressive strength for stressing operations. b. Cylinders for compressive-strength tests (other than for stressing operations) are laboratory-cured u.n.o. c. Test one cylinder at 7 days & two 6x12 (or three 4x8) cylinders at 28 days. Hold one cylinder in reserve. d. A 28-day compressive-strength test shall be the average compressive strength from a set of two 6x12 (or three 4x8) cylinders obtained from same sample & tested at an age of 28 days. 8. Strength of each concrete mixture will be satisfactory if the average of any three consecutive compressive-strength tests equals or exceeds specified compressive strength & no compressive-strength test value falls below specified compressive strength by more than 500 psi. 9. Test results shall be reported in writing to Engineer, Architect, concrete manufacturer, & Contractor within 48 hours of testing. Reports of compressive-strength tests shall contain Project identification name & number, date of concrete placement, name of concrete testing & inspecting agency, location of concrete batch in work, design compressive strength at 28 days, concrete mixture proportions & materials, compressive breaking strength, & type of break for both 7- & 28-day tests. 10. Additional Tests: Testing & inspecting agency shall make additional tests of concrete when test results indicate that slump, air entrainment, compressive strengths, or other requirements have not been met, as directed by Architect. Testing & inspecting agency may conduct tests to determine adequacy of concrete w/ remaining cylinder specimens after 28 day tests are conducted, cored cylinders complying w/ ASTM C 42/C 42M or by other methods as directed by Architect. 11. Additional testing & inspecting, at Contractor's expense, will be performed to determine compliance of replaced or additional work w/ specified requirements. 12. Correct deficiencies in the work that test reports & inspections indicate does not comply w/ the Contract Documents. 13. Measure floor & slab flatness within 48 hours of finishing. WELDING: 1. Partial & complete joint penetration welds shall have magnetic particle inspection in accordance w/ ASTM E709 performed on root pass & on finished weld. TYPICAL FOUNDATION NOTES - Re: Civil Plans for top of first floor slab elevation (Elevations indicated on structural sheets are reference elevations only). - Provide 5 8"` anchor bolts @ 32" o.c. u.n.o. In all cases provide (1) anchor bolt within 12" of all corners & sole | ends (ea. side) & provide a min. of (2) anchor bolts per sole |. All anchor bolts shall have 13 4"` plate washers & shall be embedded a min. of 7" into concrete w/ a 2" min. leg. - All slab-on-grade conditions shall be separated from all bearing walls, columns, & foundation walls w/ slip joints that will allow unrestrained vertical movement & the slip joints maintained over time. - Interior partition infill framing or masonry walls resting on non-structural slab-on-grade shall be constructed w/ a slip joint that will allow unrestrained vertical movement. The slip joint shall have sufficient depth to account for the anticipated differential vertical movement of the slab-on-grade indicated in the project geotechnical report. - Re: Soils report for sub grade preparation. - Broom finish all concrete in entryways & patios. TYPICAL FLOOR FRAMING NOTES - Floor deck to be 23 32" T & G APA Rated (Exposure 1) wood structural panels, APA Span Rating 48/24. Glue & nail w/ 10d nails @ 6" o.c. at edges & 12" o.c. at intermediate supports, u.n.o. Stagger structural sheathing end joints, typical. - Provide all temporary & permanent bracing & blocking for floor framing members as required by manufacturer. - All dashed interior walls shown on plan are located below floor framing. - Provide clips between bottom of floor framing & top | of non-bearing walls to accommodate floor framing deflection, typical. - Full depth blocking shall be provided at all bearing conditions, shear walls, & cantilever conditions as well as at any locations recommended by a material or product manufacturer. TYPICAL WALL FRAMING NOTES - Refer to Wall Stud Schedule for stud species, grade & spacing unless noted otherwise. - Sheath all exterior walls w/ 7 16" wood structural panel sheathing, APA Span Rating 24/16, w/ 8d nails @ 6" o.c. at panel/boundary edges & 12" o.c. at intermediate supports unless noted otherwise in the shear wall schedule & framing plans. Block all panel edges typical unless noted otherwise. - Sheath all interior shear walls per Shear Wall Schedule & framing plans. - All gang studs to be continuous to foundation. Provide solid blocking between floors, typical. - Top plate splices shall have a min. lap length of 48" w/ (8) 16d or (12) 3"x0.131" nails, typical unless noted otherwise. - In the event where wall top |'s are interrupted or notched greater than 50% of the plate width, provide a Simpson CS16 strap with sufficient length to allow (10) 8d or (8) 10d nails on each side of interruption or notch. Location of the first nail shall be a minimum of 112" from the interruption or notch, typical. - Holdown stud packs shall stack from floor to floor to allow holdown hardware a continuous load path down to foundation. Transfer of holdown forces from stud pack to stud pack through sheathing is not permitted. TYPICAL ROOF FRAMING NOTES - Sheath roof w/ 15 32" APA Rated (Exposure 1) wood structural panels, APA Span Rating 32 16 with the following attachment. ·Where V ULT < 130 mph, within 48" of roof edge, nail w/ 10d nails @ 6" o.c. at panel edges & at 6" o.c. at intermediate supports unless noted otherwise. ·Where 130 mph < V ULT < 140 mph, within 48" of roof edge, nail w/ 10d nails @ 4" o.c. at panel edges & at 4" o.c. at intermediate supports unless noted otherwise. ·For all wind speeds, beyond 48" from roof edge, nail w/ 10d nails @ 6" o.c. at panel edges & at 12" o.c. at intermediate supports unless noted otherwise. - All panel edges shall be staggered. - Provide all temporary & permanent bracing & blocking for roof trusses as required by truss manufacturer. - Dot hatched areas on roof plans indicate overframing w/ pre-manufactured roof trusses. POST INSTALLED HOLDOWN SCHEDULE TYPE HOLDOWN MODEL FOUNDATION ANCHOR # VERT. STUDS HD1 HD2 HD3 HD4 HD5 HD6 N/A N/A 5 8" Ø THREADED ROD 5 8" Ø THREADED ROD HDU8-SDS2.5 N/A NOTES: 1. REFER TO GENERAL NOTES SHEETS FOR HOLDOWN DETAILS. 2. ALL HOLDOWNS ON PLAN ARE TO BE INSTALLED @ LEVEL SHOWN. PLACE HOLDOWNS @ CORNER STUDS, TYP. U.N.O. 3. ALL HARDWARE BY SIMPSON STRONG-TIE, TYP. U.N.O. AT CONTRACTORS OPTION, REPLACE w/ APPROVED EQUAL. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS REGARDING REQ'D FASTENERS & INSTALLATION PROCEDURES. 4. ALL ANCHOR RODS TO BE DRILLED & EPOXIED w/ SIMPSON SET-XP EPOXY w/ MIN. EMBEDMENT PER SCHEDULE ABOVE. USE SIMPSON AT-XP FOR TEMPERATURES BELOW 40 DEGREES. DO NOT INSTALL EPOXY ANCHORS @ TEMPERATURES BELOW 14 DEGREES. 5. IF FIELD CONDITIONS FALL OUTSIDE OF LIMITS INDICATED IN THE TABLE ABOVE, CONTACT ANCHOR ENGINEERING, INC. FOR ADDITIONAL RECOMMENDATIONS. 6. @ LSTHD8 (RJ) PROVIDE HDU2-SDS2,5 (HD4) FOR POST INSTALLED OPTION, @ STHD10 (RJ) PROVIDE HDU5-SDS2.5 (HD5) FOR POST INSTALLED OPTION, @ STHD14 (RJ) PROVIDE HDU8-SDS2.5 (HD6) FOR POST INSTALLED OPTION. Holdown MarkHD1 MIN. EDGE DISTANCE MIN. END DISTANCE MIN. SPACING MIN. EMBED. 1 2" N/A N/A 8" 1 2" N/A N/A 10" 1 2" N/A N/A 14" 1 3 4" 1 3 4" N/A 5 3 4" 1 3 4" 1 3 4" N/A 14 3 4" 2 3 4" 2 3 4" N/A 16 3 4" LSTHD8 (RJ) 6 STHD10 (RJ) 6 STHD14 (RJ) 6 HDU5-SDS2.5 HDU2-SDS2.5 7 8" Ø THREADED ROD (2) 2x4 or (2) 2x6 (4) 2x4 or (2) 2x6 (2) 2x4 or (2) 2x6 (3) 2x4 or (2) 2x6 (2) 2x4 or (2) 2x6 (4) 2x4 or (3) 2x6 HD15 HDU14-SDS2.5 (6) 2x4 or (4) 2x6SB1x30 1 3 4"5"N/A 24" GENERAL SHEAR WALL NOTES: ·ALL PANELS BACKED w/ 2-INCH NOMINAL OR WIDER FRAMING. ·WHERE WOOD STRUCTURAL PANEL SHEAR WALL PANELS ARE APPLIED ON EA. SIDE OF WALL /w NAIL SPACING OF LESS THAN 6" ON ONE OR BOTH SIDES, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR 3" NOMINAL OR GREATER FRAMING MEMBERS MUST BE USED @ PANEL EDGES & ALL NAILS SHALL BE STAGGERED. ·BLOCK ALL PANEL EDGES & PROVIDE EDGE NAILING @ ALL SUPPORTS & ALL PANEL EDGES U.N.O. ·PANELS MAY BE INSTALLED EITHER VERTICALLY OR HORIZONTALLY. ·SPACE ALL NAILS AS INDICATED IN THIS SCHEDULE. ·SHEATHING & NAILING INDICATED FOR SHEAR WALLS SHALL CONTINUE ABOVE & BELOW OPENINGS IN SHEAR WALLS. ·SHEAR WALLS INDICATED IN THIS SCHEDULE ARE TO BE CONSTRUCTED BELOW ROOF OR FLOOR WHERE SHEAR WALL IS SHOWN ON FRAMING PLAN. ·MINIMUM NAIL SIZES ARE AS FOLLOWS: 5d COOLER.............(0.086"`, 15 8" long, 0.234" head) 6d COOLER.............(0.092"`, 17 8" long, 0.250" head) 8d COOLER.............(0.113"`, 23 8" long, 0.281" head) 8d.............................(0.131"`, 21 2" long, 0.281" head) 16d...........................(0.162"`, 31 2" long, 0.344" head) ·ALL SHEAR WALL ANCHOR BOLTS SHALL HAVE A 13 4"` PLATE WASHER. ·PROVIDE DBL. 2x STUDS (FASTENED w/ 16d NAILS @ 24" o.c.) @ ALL SHEAR WALL ENDS U.N.O. IN PLAN. RE: HOLDOWN SCHEDULE FOR ADD'L. POST REQ'M. ·ALL SHEAR WALLS SHALL HAVE DBL. 2x TOP |'s. LAP SPLICES IN TOP |'s SHALL BE 4'-0" MIN. CONNECT DBL. |'s w/ 16d NAILS @ 16" o.c., w/ (8) 16d NAILS EA. SIDE OF SPLICE @ LAP SPLICES (16 TOTAL). ·RE: APPLICABLE SECTIONS & DETAILS FOR ADD'L. INFORMATION REGARDING HOLDOWNS & ANCHOR BOLTS. ·FOR SHEAR WALLS SHEATHED BOTH SIDES /w WOOD STRUCTURAL PANELS & FASTENING @ 3" o.c. OR LESS, TOP & BOT. WALL |'s SHALL HAVE NO PENETRATIONS GREATER THAN 1"`. ·NOTED ATTACHMENT SHALL APPLY ALONG THE FULL LENGTH OF SHEAR WALLS. ·BLOCKING NOTED HEREIN REPRESENTS SOLID BLOCKING, BLOCKING PANELS, END WALL FLOOR TRUSSES, ETC. RE: PLANS & SECTIONS. ·SILL |: HORIZ. WOOD | ATTACHED TO CONC. FOUNDATION OR SLAB. ·SOLE |: HORIZ. WOOD | @ BOT. OF FRAMED WALL @ EA. LEVEL. ·AT ANCHOR BOLTS, PROVIDE (1) BTWN. 41 2" & 12" OF ALL WALL CORNERS & SILL | ENDS AS WELL AS A MIN. OF (2) PER SECTION OF SILL |. UNLESS NOTED OTHERWISE, SHEATH WALLS AS INDICATED BELOW: PERIMETER WALLS (ALL LEVELS): SHEATH EXTERIOR w/ 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c. @ PANEL & BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS. SHEATH INTERIOR w/ 12" GYPSUM WALL BOARD w/ 5d COOLER NAILS @ 7" o.c. @ PANEL & BOUNDARY EDGES & INTERMEDIATE SUPPORTS. SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 32" o.c. SOLE | CONN. TO BLOCKING: 16d NAILS @ 3" o.c. OR SIMPSON A34 ANGLES @ 8" o.c. BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING INDICATED FOR SHEAR WALL BELOW. SHEAR WALL SCHEDULE (FOUNDATION WALLS) WHERE SPECIAL SHEAR WALLS ARE NOTED IN PLAN, SHEATH AS INDICATED BELOW(2): NOTE: 1. DBL. ROWS OF NAILING @ SOLE | CONN. SHALL HAVE 3 4" EDGE DISTANCE, STAGGERED w/ 2" SPACING BTWN. ROWS. 2. AT CONTRACTORS OPTION, 3 8" WOOD STRUCTURAL PANELS MAY BE USED @ INTERIOR SHEAR WALL LOCATIONS IN LIEU OF 7 16" WOOD STRUCTURAL PANELS PROVIDED ALL OTHER REQ'M. NOTED ABOVE ARE FOLLOWED. 3. FRAMING AT ADJOINING PANEL EDGES SHALL BE 3" NOMINAL OR WIDER. 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c. @ PANEL & BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS. SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 32" o.c. SOLE | CONN. TO BLOCKING: 16d NAILS @ 3" o.c. OR SIMPSON A34 @ 8" o.c. BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING INDICATED FOR SHEAR WALL BELOW. LATERAL WIND LOAD DIAPHRAGM REQT: 495 PLF SW1 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 3" o.c. @ PANEL & BOUNDARY EDGES & 12" o.c. @ INTERMEDIATE SUPPORTS. SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 24" o.c. SOLE | CONN. TO BLOCKING: 16d NAILS @ 2" o.c. OR SIMPSON A34 @ 6" o.c. BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING INDICATED FOR SHEAR WALL BELOW. LATERAL WIND LOAD DIAPHRAGM REQT: 637 PLF SW2 BOTH SIDES OF WALL - 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 4" o.c. PANEL & BOUNDARY EDGES & 12" o.c. @ INT. SUPPORTS. SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 16" o.c. SOLE | CONN. TO BLOCKING: (2) ROWS 16d NAILS @ 3" o.c.(1) OR SIMPSON A34 @ 4" o.c. BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING INDICATED FOR SHEAR WALL BELOW. LATERAL WIND LOAD DIAPHRAGM REQT: 990 PLF SW3 BOTH SIDES OF WALL - 7 16" WOOD STRUCTURAL PANELS w/ 8d NAILS @ 3" o.c. PANEL & BOUNDARY EDGES & 12" o.c. @ INT. SUPPORTS. SILL | CONN.: PROVIDE 5 8"` x 7" MIN EMBED ANCHOR BOLTS @ 12" o.c. SOLE | CONN. TO BLOCKING: (2) ROWS 16d NAILS @ 2" o.c.(1) OR SIMPSON A34 @ 3" o.c. BLOCKING CONN. TO DBL. TOP |: USE NAILING OF SOLE | CONN. TO BLOCKING INDICATED FOR SHEAR WALL BELOW. LATERAL WIND LOAD DIAPHRAGM REQT: 1274 PLF SW4 S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S1.1 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 TYPICAL DETAIL FOUNDATION WALL/ GRADE BEAM INTERSECTIONS 3/4" = 1'-0" 1 TYPICAL DETAIL FOUNDATION WALL STEP 3/4" = 1'-0" 2 TYPICAL DETAIL SLAB-ON-GRADE JOINTS 3/4" = 1'-0" 3 TYPICAL DETAIL HEADER DETAIL 3/4" = 1'-0" 4 TYPICAL DETAIL STRAPPING @ WINDOWS 3/4" = 1'-0" 5 TYPICAL DETAIL TYPICAL HOLDOWN DETAILS 3/4" = 1'-0" 6 APPLY BOND BREAKER FULL LENGTH & DEPTH OF JOINT 6" MI N . 6"6" t CONT. 2x4 KEY RE: PLAN FOR SLAB REINF. t t 1 8" SAWCUT CONTROL JOINT, RE: PLAN & SOILS REPORT FOR RECOMMENDATIONS DOWELED CONSTRUCTION JOINT SAWCUT CONTROL JOINT CONSTRUCTION JOINT NOTES: 1. RE: SOILS REPORT FOR SUBGRADE PREPARATION REQ'M. 2. PROVIDE SLAB CONTROL JOINTS EA. WAY @ COLUMN LINES & @ 10' o.c. MAX. EA. WAY BTWN. OR AS NOTED OTHERWISE. 3. UNLESS NOTED OTHERWISE, USE SAWCUT CONTROL JOINTS @ INTERIOR SLABS & USE TOOLED CONTROL JOINTS @ EXTERIOR FLATWORK. 3 4" x 1'-0" SMOOTH DOWELS @ 24" o.c. (GREASE ONE END) LOCATED @ MID-DEPTH OF SLAB CORNER BARS TO MATCH HORIZ. REINF., TYP. STANDARD HOOK CL A S S " B " S P L I C E CLASS "B" SPLICE CLASS "B" SPLICE TOP REINF. BARS HOOKED DOWN @ T.O.C. STEP, TYP. (2) #5 BARS x FTG. STEP + 4'-0" IN B.O. WALL, TYP. BOT. REINF. BARS HOOKED UP @ FOOTING STEP, TYP. 4'-0" UNLESS OTHERWISE SHOWN T. O . C . S T E P 2' - 0 " FT G . S T E P , RE : P L A N FTG. STEP, 2'-0" MIN. 3" C L E A R CLASS "B" SPLICE CLASS 'B' SPLICE END STUDS, RE: PLAN JAMB WIDTH DBL. 2x TOP | CONT. PROVIDE BLOCKING BTWN. STUDS FLOOR JOIST ORIENTATION VARIES, RE: PLAN PROVIDE BLOCKING BTWN. STUDS COILED STRAP CS16 x X'-X" CUT LENGTH, NAIL w/ 8d NAILS @ EVERY OTHER HOLE, CENTER STRAP ON FACE OF KING STUD. PROVIDE STRAPS @ EA. FACE OF WALL. IF AN INTERIOR PERPENDICULAR WALL INTERRUPTS PLACEMENT OF THE STRAP, THEN THE STRAP MUST BE INSTALLED PRIOR TO THE CONSTRUCTION OF THE INTERIOR WALL (2) 2x DOOR HEADER, RE: PLAN CRIPPLE STUDS @ 16" o.c. TRIMMER & KING STUDS, RE: PLAN STUD "ON LAYOUT" RE: PLAN FOR SLAB REINF. RE: PLAN FOR SLAB REINF. t/ 4 WOOD/L.V.L. HEADER WHERE APPLIES 2x WALL STUDS, RE: PLAN KING STUD (FULL HEIGHT), RE: KING STUD SCHEDULE FOR QTY. TRIMMER STUD (PROVIDES HEADER BEARING), RE: PLAN RE: PLAN FOR BOUNDARY & EDGE NAILING NOT SHOWN HERE DBL. 2x TOP | CONT. (RE: SHEAR WALL SCHEDULE FOR MIN. LAP SPLICE LENGTH) LAP SPLIC E S, RE: S H E A R W A L L S C H E D U L E KI N G S T U D H E I G H T / W A L L H E I G H T ( h ) OP E N I N G W I D T H , RE: A R C H . SIMPSON HOLDOWN STRAP, RE: PLAN FOR GAUGE, NAILING, & LOCATIONS. FASTEN TO STUDS ABOVE & BELOW AS SHOWN ANCHOR BOLT LOCATED WITHIN 8" OF WALL END HOLDOWN ANCHOR BOLT RE: HOLDOWN SCHEDULE SIMPSON HOLDOWN, RE: PLAN TYP. 2x WALL STUDS, RE: PLAN ENDWALL STUDS, RE: SCHEDULE FOR NUMBER OF STUDS @ HOLDOWN 2x P.T. OR REDWOOD SOLE | FND. WALL FASTEN ENDWALL STUD AS SHOWN w/ (2) ROWS 12d NAILS @ 6" o.c. ANCHOR BOLT LOCATED WITHIN 8" OF WALL END TYP. 2x WALL STUDS, RE: PLAN EXTERIOR WALL SHEATHING, RE: PLAN SIMPSON SDS OR THROUGH-BOLTS, RE: HOLDOWN SCHEDULE EN D L E N G T H CL E A R S P A N EN D L E N G T H TO T A L C U T L E N G T H 1" M I N . E N D DI S T A N C E SIMPSON STRAP, RE: PLAN FOR GAUGE, NAILING, & LOCATIONS. FASTEN TO STUDS ABOVE & BELOW AS SHOWN 2x STUDS @ SHEAR WALL ENDS, RE: HOLDOWN SCHEDULE DBL. 2x TOP | PROVIDE SOLID VERT. BLOCKING OF SIZE & SPACING TO MATCH STUDS ABOVE FLOOR 2x STUDS @ SHEAR WALL ENDS, RE: HOLDOWN SCHEDULE FLOOR JOISTS, RE: PLAN 2x BOT. | 2x STUDS, RE: HOLDOWN SCHEDULE A B C D INTERIOR SHEATHING, RE: PLAN SIMPSON HOLDOWN, RE: PLAN SHEAR WALL, RE: PLAN STRAPPING REQUIRED AT SPECIAL SHEARWALLS SW1, SW2, SW3, & SW4 S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S1.2 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 1 2 3 4 5 6 7 8 9 10 11 12 13 C D E F G H I A B RE: ARCH. SLOPE 4" CONC. SLAB OVER COMPACTED FILL, RE: SOILS REPORT, RE: ARCH. DWGS. FOR SLAB DEPRESSIONS, SLOPES TO DRAINS, ETC. T.O. SLAB ELEV. = VARIES 1 2" ISOLATION JOINT @ SLAB PERIMETER, TYP. DEPRESS T.O.C. @ DOORS FOR SLAB POUROVER, TYP. CONTROL JOINTS @ 10'-0" o.c. MAX IN BOTH DIRECTIONS, TYP. 61'-6" 52 ' - 6 " 24 ' - 0 " 21 ' - 8 " 6' - 1 0 " 32'-0"12'-8"16'-10" 30'-5"31'-1" 52 ' - 6 " 5'-6" 6'-0"1'-33 4"4'-0"13'-31 2"3'-11"1'-31 2"1'-91 4"1'-2"8'-10"1'-21 4"4'-91 4"10'-101 2"101 2"2'-21 2" 8' - 7 12" G 7' - 0 14"5' - 0 14" 10 ' - 9 " 10 ' - 4 14" 1' - 3 3 4" 12 ' - 0 " 1' - 2 14" 10 12" 23 ' - 5 12" 11 ' - 6 12" PF5.5 96'-6"T.O.C ELEV. = 100'-0" T.O.C ELEV. = 98'-113 4"PF3.5 96'-6" PF3.5 96'-6" T.O.C ELEV. = 100'-0" PF6.0 96'-6"PF4.5 96'-6" T.O.C ELEV. = 98'-113 4" T.O.C ELEV. = 98'-113 4" PF4.5 96'-6" PF5.5 96'-6"PF4.5 96'-6"PF4.5 96'-6" PF2.0 96'-6" PF2.0 96'-6" PF2.0 96'-6" T.O.C ELEV. = 100'-0"T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" 16'-113 4"16'-3" 7" 8" 7" F16 96'-6" F1 6 96 ' - 6 " F1 6 96 ' - 6 " F1 6 96 ' - 6 " F1 6 96 ' - 6 " F24 96'-6" F20 96'-6" F20 96'-6" F20 96'-6" F20 96'-6" F18 96'-6" PF3.5 96'-6" PF3.5 96'-6" PF4.5 96'-6" PF4.5 96'-6" PF3.5 96'-6" 81 2" 6" 81 2" 6" 1'-0" 1' - 0 " 1'-0" 1' - 0 " 1'-0" 11 12"1'-0" 11 12" 1'-0" 1' - 0 " 81 2" 6" 1'-0" 1' - 0 " 5 S4.0 6 S4.0 9 S4.0 11 S4.0 1 S4.0 3 S4.0 17 ' - 6 " SOLE | LOCATION, TYP. WHERE SHOWN THUS 2'-6" 1'-6" 10'-111 2"1'-81 2" HD15 HD7 HD7 HD7 HD6 HD6 HD7 HD7 HD7 HD7 HD7 HD7 HD7 HD7 212" 1'-6" 73 4" 8" FT G . ~ FTG. ~ 1 1 F18 96'-6" 1 3 3 1 T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" 1'-0" 1' - 0 " 1'-0" 1' - 0 " 1 3 T.O.C ELEV. = 98'-113 4" T.O.C ELEV. = 98'-113 4"T.O.C ELEV. = 98'-113 4" 6" F20 96'-6" 4 S4.0 2 S4.0 3 3 112"212" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" T.O.C ELEV. = 100'-0" F1 6 96 ' - 6 " F20 96'-6" F20 96'-6" 1 1 1 6" 2'-6" 8" 214" 1 FT G . ~ FTG. ~ 4" 4" 1'-1"1'-101 4"8" FT G . ~ FTG. ~ 4" 4" FTG. ~ 7" FT G . ~ 6" 2'-6" 37 8"81 8" 4 4 4 4 6" 6"6" 1012" 5 5 6 6 7 6 T.O.C ELEV. = 98'-113 4" 1/4" = 1'-0" FOUNDATION PLAN NOTES: 1 1. RE: PLAN SHEETS FOR GENERAL FOUNDATION NOTES. 2. T.O.C. ELEV. = 100'-0", TYP. U.N.O. COORDINATE ALL ELEVATIONS WITH ARCH. 3. FOUNDATION WALLS SHALL BE 8" THICK, TYP. U.N.O. 4. PROVIDE 5 8"` x 10" ANCHOR BOLTS w/ 2" LEG @ 32" o.c., TYP. 5. CONTRACTOR TO VERIFY ALL DIMENSIONS w/ ARCH. DRAWINGS. NOTIFY ENGINEER OF RECORD IF THERE IS A DEVIANCE FOR FURTHER RECOMMENDATIONS. 6. BROOM FINISH ALL CONCRETE IN ENTRYWAYS & PATIOS. 7. RE: GEOTECH. FOR PERIMETER DRAIN REQUIREMENTS AND INSTALLATION GUIDELINES. 8. INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON SHEET S1.1, REFER TO THE PLAN FOR THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP. 9. AEI ACCEPTS NO RESPONSIBILITY FOR MOVEMENT OF FOUNDATION WALLS IF FOUNDATION IS BACKFILLED PRIOR TO INSTALLATION OF FIRST FLOOR DIAPHRAGM. 10. PROVIDE 1 2" ISOLATION JOINT @ SLAB PERIMETER THROUGHOUT. 11. - HATCH INDICATES SLOPED CONC., RE: ARCH. FOR SLOPE. HD# 1. STEP T.O.C. 2. STEP T.O. FTG. 3. 8" CONCRETE WALLS PROVIDE (2) #5 T & B & #4 VERTS @ 18" o.c. PROVIDE F16 FOOTING BELOW WALL. T.O.C ELEV. = GRADE - 8", B.O.C. ELEV = 96'-6" 4. EMBED | RE: 7/S4.0 FOR EMBED | REQT'S. RE: ARCH FOR LOCATION OF OPENINGS FOR LOCATING PLACEMENT OF HOLDOWNS 5. RE: 8/S4.0 FOR TYP. PILASTER REINF. REQT'S. 6. RE: 9/S4.0 FOR TYP. PILASTER REINF. REQT'S. 7. RE: 10/S4.0 FOR TYP. PILASTER REINF. REQT'S. FOUNDATION KEYNOTE SCHEDULEX Top of Footing Elevation Footing Mark NOTES: 1. ALL REINFORCING TO BE PLACED IN BOTTOM OF FOOTING w/ PROPER CLEAR COVER (SEE GENERAL NOTES), TYP. U.N.O. 2. REINFORCING SHALL BE CONTINUOUS IN ALL CONTINUOUS SPREAD FOOTINGS. RE: REBAR SPLICE SCHEDULE FOR SPLICE LENGTHS. 3. PADS TO BE FORMED w/ 2x WOOD FORMS. IF CONTRACTOR OPTS TO USE EARTH FORMING, THE PLAN DIMENSIONS MUST BE INCREASED 4 INCHES. 4. ALL FOOTINGS TO BE CENTERED ABOUT STEM WALL, TYP. U.N.O. SPREAD FOOTING SCHEDULE F16 REINFORCINGSIZE MARK LENGTHWIDTH THICKNESS TRANSVERSE LONGITUDINAL 16"CONT.10" PF2.0 2'-0" 2'-0"12" -(2) #5 BOT. (2) #5 BOT. (2) #5 BOT. PF3.5 3'-6" 3'-6"12"(3) #5 BOT. (3) #5 BOT. F16 92'-0" PF4.5 4'-6" 4'-6"12"(4) #5 BOT. (4) #5 BOT. PF5.5 5'-6" 5'-6"12"(5) #5 BOT. (5) #5 BOT. F24 24" CONT.10"-(4) #5 BOT. F20 20"CONT.10"-(3) #5 BOT. F18 18"CONT.10"-(2) #5 BOT. PF6.0 6'-0" 6'-0"12"(6) #5 BOT. (6) #5 BOT. OWNER & CONTRACTOR TO VERIFY ALL DIMENSIONS & T.O.C. ELEVATIONS w/ ARCH. & CIVIL PLANS PRIOR TO CONST., NOTIFY ENGINEER OF RECORD OF ALL/ANY DISCREPANCIES PRIOR TO CONST. ANCHOR ENGINEERING, INC. ACCEPTS NO LIABILITY FOR INCORRECT DIMENSIONS, ELEVATIONS, &/OR BRICK LEDGE LOCATIONS S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S2.0 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 1 2 3 4 5 6 7 8 9 10 11 12 13 C D E F G H I A B G J1 J1 1 S4.0 2 S4.0 3 S4.0 2 S5.0 SIM. GARAGE (UNEXCAVATED) 8 8 8 B9 B9 B9 B9 B9 B9B9 8 B9 B9 TIMBER FRAME MANUF. TO SPECIFY & SUPPLY ALL TIMBER FRAME TO TIMBER FRAME CONNECTIONS, TIMBER FRAME TO WOOD-BEAM CONNECTIONS, & WOOD-BEAM TO TIMBER FRAME CONNECTIONS, TYP. NOTE: 1/4" = 1'-0" FIRST FLOOR FRAMING PLAN NOTES: 1 1. RE: GENERAL NOTES FOR TYPICAL FLOOR & ROOF FRAMING NOTES. 2. RE: SCHEDULES FOR TRUSSES, JOISTS, BEAMS & COLUMNS AS INDICATED BY T#, J#, B# & C# CALLOUTS. 3. - INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON S0.1. REFER TO THE PLAN FOR THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP. 4. RE: GENERAL NOTES FOR STUD WALL & SHEAR WALL REQ'M. & SHEATHING REQ'M., TYP. HD# FLOOR JOIST SCHEDULE TYPE HANGER (TOP FLANGE)SIZE/SPACING HANGER (FACE MOUNT) J1 J3 117 8" TJI 210's @ 16" o.c. 117 8" BCI 6000's @ 16" o.c. 2x8's @ 16" o.c. ITS2.06/11.88 ITS2.37/11.88 N/A NOTE: 1. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR BLOCKING, BRIDGING, & CANTILEVERED ENDS. 2. JOISTS MAY BE PLACED CONTINUOUSLY OVER SUPPORTS @ CONTRACTOR'S OPTION. PROVIDE BLOCKING BTWN. JOISTS, TYPICAL OVER BEAMS & BEARING WALLS. 3. "I-JOIST" MEMBERS INDICATED BY "TJI" SHALL BE MANUFACTURED BY iLEVEL. 4. "I-JOIST" MEMBERS INDICATED BY "BCI" SHALL BE MANUFACTURED BY BOISE ENGINEERED WOOD PRODUCTS. IUS2.06/11.88 IUS2.37/11.88 LUS26 J2 117 8" TJI 210's @ 12" o.c. 117 8" BCI 6000's @ 12" o.c. ITS2.06/11.88 ITS2.37/11.88 IUS2.06/11.88 IUS2.37/11.88 COLUMN SCHEDULE TYPE C1 CAP/BASE N/A SIZE (3) 2x4 C2 N/A(4) 2x4 C3 N/A(5) 2x4 C4 N/A(3) 2x6 C5 N/A(4) 2x6 C6 N/A(5) 2x6 NOTES: 1. STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE GENERAL NOTES, U.N.O. 2. COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF LOCATED IN 2x6 WALL FRAMING. 3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/ SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP. 4. RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M. 5. SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/ (2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @ OPENINGS < 4'-0" TYP. U.N.O. 6. STANDARD ADJUSTABLE PIPE COLUMNS GOOD FOR A MINIMUM WORKING LOAD OF 32.4 KIPS. @ HEIGHT = 9'-0" 7. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. #K #T C7 N/A3" STD. ADJ. STEEL PIPE5 C8 RE: PLANHSS4x4x316 BEAM SCHEDULE TYPE B1 HANGER N/A SIZE (2) 2x8 B2 N/A(2) 2x10 B3 N/A(2) 2x12 B4 N/A(3) 2x8 B5 N/A(3) 2x10 B6 N/A(3) 2x12 B7 N/A(2) 13 4"x912" LVL B8 N/A(3) 13 4"x91 4" LVL B9 HU412(2) 13 4"x117 8" LVL B10 HU612(3) 13 4"x117 8" LVL NOTE: 1. BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS & HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN THAT INDICATED ON PLAN. 2. RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M. 3. DASHED BEAM TYPES ARE DROPPED, TYPICAL. 4. SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS: ·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c. ·(3) PLY: (2) ROWS 12"` BOLTS @ 16" o.c. ·(4) PLY: (2) ROWS 12"` BOLTS @ 12" o.c. B11 N/A(4) 13 4"x117 8" LVL NOTES: 1. TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 2. GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE FULL DEPTH BLOCKING BTWN. FLOORS, TYP. 3. TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS, TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP. 4. * RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP. 5. TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf & SNOW LOAD = 74 psf, TYPICAL. ROOF TRUSS SCHEDULE TYPE T1 HANGER PER MANUF. DESCRIPTION/SPACING ROOF TRUSSES @ 24" o.c. T2 PER MANUF.JACK TRUSSES @ 24" o.c. GT PER MANUF.GIRDER TRUSS HJ PER MANUF.HIP JACK EW PER MANUF.ENDWALL TRUSS OR N/A2x6 OUTRIGGERS @ 24" o.c. R1 LUS282x12 RAFTERS @ 16" o.c. 1. OPEN TO BELOW 2. HATCH INDICATES LOW LANDING. 3. HANGING STAIR LANDING RE: 11/S2.0 4. PURLINS TO BE 3-SPAN CONT. MIN. LAP PURLINS 1'-0" & FASTEN TOGETHER w/ (6) 10d NAILS. 5. FASTEN EA. 2x PURLIN TO TIMBER RAFTER w/ SIMPSON H3 HURRICANE TIE, TYP. 6. PROVIDE FULL DEPTH BLOCKING BTWN. PURLINS ABOVE TIMBER RAFTERS, TYP. 7. 2x8 LEDGER FASTEN TO EA. STUD w/ (2) SIMPSON SDS 1 4"x41 2" WOOD SCREWS. 8. PROVIDE SIMPSON BA3.56/11.88 TOP-FLANGE HANGER AT THIS LOCATION. 9. PROVIDE SIMPSON HB7.12/11.88 TOP-FLANGE HANGER AT THIS LOCATION. 10. PROVIDE SIMPSON WP3.56 H=11.875" OFFSET TOP-FLANGE HANGER @ THIS LOCATION. 11. @ THIS LOCATION, STEEL FABRICATOR TO DESIGN STEEL BEAM TO STEEL BEAM CONNECTION FOR SERVICE LOAD OF 16.0K. 12. (2) PLIES OF (3) PLY LVL BEAM TO CONT. OVER SUPPORT, RE: NOTE 13 FOR ADDITIONAL INFO. 13. CONTINUE (2) 1 3 4"X117 8" LVL BEYOND COLUMN TO FRAME STAIRWAY. 14. @ THIS HOLDOWN LOCATION, PROVIDE 7 8"Ø F1554 THREADED ROD WELDED ALL AROUND TO STEEL BEAM BELOW. 15. PROVIDE SIMPSON WSWH18 WOOD SHEARWALL PORTAL FRAME SYSTEM. CONTACT SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRONG WALL TO BE FASTENED DIRECTLY TO TOP OF CONCRETE. INTERRUPT 2x SILL & SOLE |'S FOR INSTALLATION OF STRONG WALL. 16. PROVIDE SIMPSON WSWH24 WOOD SHEARWALL. CONTACT SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRUCTURAL KEYNOTE SCHEDULEX KING STUD SCHEDULE REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2 (1) 2x6 0'-0" = < h < 10'-0"(2) 2x6 10'-0" < h < 12'-0" (3) 2x6 (2) 2x6 (3) 2x6 NOTES: 1. h = TOTAL STUDWALL HEIGHT, RE: ARCH. 2. w = ROUGH OPENING WIDTH, RE: ARCH. 3. KING STUDS SHALL BE THE SAME SIZE, SPECIES, & GRADE AS THE SURROUNDING WALL FRAMING. 4. @ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE KING STUDS AS INDICATED ABOVE. 5. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. (4) 2x6 (4) 2x6 #K #T 0'-0" < w < 1'-0" 1'-0" < w < 3'-0" 0'-0" < w < 1'-0" 3'-0" < w < 5'-6" 1'-0" < w < 2'-6" 5'-6" < w < 8'-0" 2'-6" < w < 4'-0" S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S3.0 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 1 2 3 4 5 6 7 8 9 10 11 12 13 C D E F G H I A B T1 OR SL O P E EW EW OR SL O P E SL O P E SL O P E 12 14" S I P PE R M A N U F . 12 14" S I P PE R M A N U F . FRAMING IN LIGHT-TONE INDICATES TIMBER-FRAMING, RE: TIMBER-FRAME SHOP DWGS. FOR MORE INFO R1 R1 [1160# LBS/ 563# LBS] J1 J1 J1 J1 R1 B1 0 B10 B1 0 B1 1 W1 0 x 1 5 B9 B9 W10x45 B1 0 8 S5.0 7 S5.0 5 S5.0 7 5 TYP. 646 4 S5.0 6 S5.0 4 S5.0 7 STW1 J3 2 3 B1 1 B1 0 B9 6 4 5 TYP. 1 S5.0 2 S5.0 1 S5.0 B10 (2-SPAN CONT.) 1 B1 0 10 S5.0 12 S5.0 C8 B4 10 S5.0 9 S5.0 5K 4T 5K 4T 7 S5.0 6K 3T 6K 3T 4 S5.0 5 TYP. 6 4 5 S5.0 C7 HD11 HD10 HD11 HD12 HD12 HD6 HD12 HD12 HD10 HD11 SW 3 SW 3 SW 4 SW3 SW3SW3 SW3 SW3 SIM. C7 C7C4B8 4K 1T 4K 1T 9 10 11 12 C7 1314 TIMBER FRAME MANUF. TO SPECIFY & SUPPLY ALL TIMBER FRAME TO TIMBER FRAME CONNECTIONS, TIMBER FRAME TO WOOD-BEAM CONNECTIONS, & WOOD-BEAM TO TIMBER FRAME CONNECTIONS, TYP. NOTE: B1 0 15 15 16 16 1/4" = 1'-0" SECOND FLOOR FRAMING PLAN NOTES: 1 1. RE: GENERAL NOTES FOR TYPICAL FLOOR & ROOF FRAMING NOTES. 2. RE: SCHEDULES FOR TRUSSES, JOISTS, BEAMS & COLUMNS AS INDICATED BY T#, J#, B# & C# CALLOUTS. 3. - INDICATES SIMPSON HOLDOWN, RE: SCHEDULE ON S0.1. REFER TO THE PLAN FOR THE SPECIFIC HARDWARE REQUIRED & LOCATION, TYP. 4. RE: GENERAL NOTES FOR STUD WALL & SHEAR WALL REQ'M. & SHEATHING REQ'M., TYP. 5. TIMBER FRAME MANUFACTURER: -NUMBERS IN [XXX/XXX] INDICATES ADDITIONAL SERVICE LINE LOAD IN POUNDS PER LINEAR FOOT (LIVE LOAD/DEAD LOAD) APPLIED TO FLOOR TRUSS SYSTEM FROM SUPPORTED WALL ABOVE. FLOOR TRUSS MANUFACTURER TO DESIGN FOR ADDITIONAL LOADS INDICATED. -NUMBERS IN [XXX#/XXX#] INDICATES ADD'L. SERVICE POINT LOAD IN POUNDS (LIVE LOAD/DEAD LOAD) APPLIED TO FLOOR TRUSS SYSTEM FROM SUPPORTED COLUMN ABOVE. FLOOR TRUSS MANUF. TO DESIGN FOR ADD'L. LOADS INDICATED. HD# COLUMN SCHEDULE TYPE C1 CAP/BASE N/A SIZE (3) 2x4 C2 N/A(4) 2x4 C3 N/A(5) 2x4 C4 N/A(3) 2x6 C5 N/A(4) 2x6 C6 N/A(5) 2x6 NOTES: 1. STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE GENERAL NOTES, U.N.O. 2. COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF LOCATED IN 2x6 WALL FRAMING. 3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/ SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP. 4. RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M. 5. SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/ (2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @ OPENINGS < 4'-0" TYP. U.N.O. 6. STANDARD ADJUSTABLE PIPE COLUMNS GOOD FOR A MINIMUM WORKING LOAD OF 32.4 KIPS. @ HEIGHT = 9'-0" 7. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. #K #T C7 N/A3" STD. ADJ. STEEL PIPE5 C8 RE: PLANHSS4x4x316 BEAM SCHEDULE TYPE B1 HANGER N/A SIZE (2) 2x8 B2 N/A(2) 2x10 B3 N/A(2) 2x12 B4 N/A(3) 2x8 B5 N/A(3) 2x10 B6 N/A(3) 2x12 B7 N/A(2) 13 4"x912" LVL B8 N/A(3) 13 4"x91 4" LVL B9 HU412(2) 13 4"x117 8" LVL B10 HU612(3) 13 4"x117 8" LVL NOTE: 1. BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS & HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN THAT INDICATED ON PLAN. 2. RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M. 3. DASHED BEAM TYPES ARE DROPPED, TYPICAL. 4. SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS: ·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c. ·(3) PLY: (2) ROWS 12"` BOLTS @ 16" o.c. ·(4) PLY: (2) ROWS 12"` BOLTS @ 12" o.c. B11 N/A(4) 13 4"x117 8" LVL NOTES: 1. TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 2. GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE FULL DEPTH BLOCKING BTWN. FLOORS, TYP. 3. TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS, TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP. 4. * RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP. 5. TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf & SNOW LOAD = 74 psf, TYPICAL. ROOF TRUSS SCHEDULE TYPE T1 HANGER PER MANUF. DESCRIPTION/SPACING ROOF TRUSSES @ 24" o.c. T2 PER MANUF.JACK TRUSSES @ 24" o.c. GT PER MANUF.GIRDER TRUSS HJ PER MANUF.HIP JACK EW PER MANUF.ENDWALL TRUSS OR N/A2x6 OUTRIGGERS @ 24" o.c. R1 LUS282x12 RAFTERS @ 16" o.c. 1. OPEN TO BELOW 2. HATCH INDICATES LOW LANDING. 3. HANGING STAIR LANDING RE: 11/S2.0 4. PURLINS TO BE 3-SPAN CONT. MIN. LAP PURLINS 1'-0" & FASTEN TOGETHER w/ (6) 10d NAILS. 5. FASTEN EA. 2x PURLIN TO TIMBER RAFTER w/ SIMPSON H3 HURRICANE TIE, TYP. 6. PROVIDE FULL DEPTH BLOCKING BTWN. PURLINS ABOVE TIMBER RAFTERS, TYP. 7. 2x8 LEDGER FASTEN TO EA. STUD w/ (2) SIMPSON SDS 1 4"x41 2" WOOD SCREWS. 8. PROVIDE SIMPSON BA3.56/11.88 TOP-FLANGE HANGER AT THIS LOCATION. 9. PROVIDE SIMPSON HB7.12/11.88 TOP-FLANGE HANGER AT THIS LOCATION. 10. PROVIDE SIMPSON WP3.56 H=11.875" OFFSET TOP-FLANGE HANGER @ THIS LOCATION. 11. @ THIS LOCATION, STEEL FABRICATOR TO DESIGN STEEL BEAM TO STEEL BEAM CONNECTION FOR SERVICE LOAD OF 16.0K. 12. (2) PLIES OF (3) PLY LVL BEAM TO CONT. OVER SUPPORT, RE: NOTE 13 FOR ADDITIONAL INFO. 13. CONTINUE (2) 1 3 4"X117 8" LVL BEYOND COLUMN TO FRAME STAIRWAY. 14. @ THIS HOLDOWN LOCATION, PROVIDE 7 8"Ø F1554 THREADED ROD WELDED ALL AROUND TO STEEL BEAM BELOW. 15. PROVIDE SIMPSON WSWH18 WOOD SHEARWALL PORTAL FRAME SYSTEM. CONTACT SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRONG WALL TO BE FASTENED DIRECTLY TO TOP OF CONCRETE. INTERRUPT 2x SILL & SOLE |'S FOR INSTALLATION OF STRONG WALL. 16. PROVIDE SIMPSON WSWH24 WOOD SHEARWALL. CONTACT SIMPSON STRONG TIE REPRESENTATIVE FOR STRONGWALL DETAILS AND REQT'S. SYSTEM REQUIRES (2) 1" Ø ANCHOR BOLTS. STRUCTURAL KEYNOTE SCHEDULEX FLOOR JOIST SCHEDULE TYPE HANGER (TOP FLANGE)SIZE/SPACING HANGER (FACE MOUNT) J1 J3 117 8" TJI 210's @ 16" o.c. 117 8" BCI 6000's @ 16" o.c. 2x8's @ 16" o.c. ITS2.06/11.88 ITS2.37/11.88 N/A NOTE: 1. FOLLOW ALL MANUFACTURER'S RECOMMENDATIONS FOR BLOCKING, BRIDGING, & CANTILEVERED ENDS. 2. JOISTS MAY BE PLACED CONTINUOUSLY OVER SUPPORTS @ CONTRACTOR'S OPTION. PROVIDE BLOCKING BTWN. JOISTS, TYPICAL OVER BEAMS & BEARING WALLS. 3. "I-JOIST" MEMBERS INDICATED BY "TJI" SHALL BE MANUFACTURED BY iLEVEL. 4. "I-JOIST" MEMBERS INDICATED BY "BCI" SHALL BE MANUFACTURED BY BOISE ENGINEERED WOOD PRODUCTS. IUS2.06/11.88 IUS2.37/11.88 LUS26 J2 117 8" TJI 210's @ 12" o.c. 117 8" BCI 6000's @ 12" o.c. ITS2.06/11.88 ITS2.37/11.88 IUS2.06/11.88 IUS2.37/11.88 KING STUD SCHEDULE REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2 (1) 2x6 0'-0" = < h < 10'-0"(2) 2x6 10'-0" < h < 12'-0" (3) 2x6 (2) 2x6 (3) 2x6 NOTES: 1. h = TOTAL STUDWALL HEIGHT, RE: ARCH. 2. w = ROUGH OPENING WIDTH, RE: ARCH. 3. KING STUDS SHALL BE THE SAME SIZE, SPECIES, & GRADE AS THE SURROUNDING WALL FRAMING. 4. @ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE KING STUDS AS INDICATED ABOVE. 5. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. (4) 2x6 (4) 2x6 #K #T 0'-0" < w < 1'-0" 1'-0" < w < 3'-0" 0'-0" < w < 1'-0" 3'-0" < w < 5'-6" 1'-0" < w < 2'-6" 5'-6" < w < 8'-0" 2'-6" < w < 4'-0" S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S3.1 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 1 2 3 4 5 6 7 8 9 10 11 12 13 C D E F G H I A B 12 14" S I P PE R M A N U F . SL O P E 12 14" S I P PE R M A N U F . SL O P E FRAMING IN LIGHT-TONE INDICATES TIMBER-FRAMING, RE: TIMBER-FRAME SHOP DWGS. FOR MORE INFO 1 S5.0 1 S5.0 2 S5.0 1 S5.0 SW 1 SW 1 SW 2 TIMBER FRAME MANUF. TO SPECIFY & SUPPLY ALL TIMBER FRAME TO TIMBER FRAME CONNECTIONS, TIMBER FRAME TO WOOD-BEAM CONNECTIONS, & WOOD-BEAM TO TIMBER FRAME CONNECTIONS, TYP. NOTE: 1/4" = 1'-0" ROOF FRAMING PLAN NOTES: 1 1. RE: GENERAL NOTES FOR TYPICAL ROOF FRAMING NOTES. 2. RE: SCHEDULES FOR TRUSSES, BEAMS, & COLUMNS AS INDICATED BY T#, B# & C# CALLOUTS, FOR BEAMS & COLUMNS THAT ARE NOT CALLED OUT PLEASE SEE NOTES IN SCHEDULES. 3. RE: GENERAL NOTES FOR STUD WALL, SHEAR WALL REQ'M., & SHEATHING REQ'M., TYP. 4. RE: ARCH PLANS FOR ROOF SLOPES. COLUMN SCHEDULE TYPE C1 CAP/BASE N/A SIZE (3) 2x4 C2 N/A(4) 2x4 C3 N/A(5) 2x4 C4 N/A(3) 2x6 C5 N/A(4) 2x6 C6 N/A(5) 2x6 NOTES: 1. STUD MATERIAL & GRADE TO MATCH STRENGTH PER THE GENERAL NOTES, U.N.O. 2. COLUMNS SHOWN THUS ON PLAN & NOT CALLED OUT TO BE DBL. 2x4 IF POST IS LOCATED IN 2x4 WALL FRAMING, DBL. 2x6 IF LOCATED IN 2x6 WALL FRAMING. 3. - INDICATES POST FROM ABOVE. CONTRACTOR TO ENSURE THAT POST BEARS DIRECTLY ATOP BEAM BELOW OR CONTINUE SAME POST THAT IS INDICATED IN UPPER FRAMING PLANS w/ SQUASH BLOCKS BTWN. FLOORS TO THE FND., TYP. 4. RE: APPROPRIATE DETAILS FOR CAP | & BASE | BOLTING REQ'M. 5. SUPPORT ALL EXTERIOR WINDOW & DOOR HEADERS w/ (2) TRIMMER STUDS U.N.O. ONLY (1) TRIMMER IS REQ'D @ OPENINGS < 4'-0" TYP. U.N.O. 6. STANDARD ADJUSTABLE PIPE COLUMNS GOOD FOR A MINIMUM WORKING LOAD OF 32.4 KIPS. @ HEIGHT = 9'-0" 7. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. #K #T C7 N/A3" STD. ADJ. STEEL PIPE5 C8 RE: PLANHSS4x4x316 BEAM SCHEDULE TYPE B1 HANGER N/A SIZE (2) 2x8 B2 N/A(2) 2x10 B3 N/A(2) 2x12 B4 N/A(3) 2x8 B5 N/A(3) 2x10 B6 N/A(3) 2x12 B7 N/A(2) 13 4"x91 2" LVL B8 N/A(3) 13 4"x91 4" LVL B9 HU412(2) 13 4"x117 8" LVL B10 HU612(3) 13 4"x117 8" LVL NOTE: 1. BEAMS & HEADERS SHOWN ON PLAN & NOT DESIGNATED w/ A MARK ARE TO BE (2) 2x6. INCREASE TO THREE PLY BEAMS & HEADERS INSIDE 2x6 WALL FRAMING, TYP. @ CONTRACTOR'S OPTION, A FULL DEPTH HEADER MAY BE INSTALLED DIRECTLY BENEATH THE DBL. TOP |. HEADER SIZE NOT TO BE LESS THAN THAT INDICATED ON PLAN. 2. RE: TO COLUMN SCHEDULE FOR TRIMMER & KING STUD REQ'M. 3. DASHED BEAM TYPES ARE DROPPED, TYPICAL. 4. SIDE LOADED MULTIPLE PLY BEAM CONNECTIONS: ·(2) PLY: NAIL w/ (3) ROWS 16d NAILS @ 12" o.c. ·(3) PLY: (2) ROWS 1 2"` BOLTS @ 16" o.c. ·(4) PLY: (2) ROWS 1 2"` BOLTS @ 12" o.c. B11 N/A(4) 13 4"x117 8" LVL NOTES: 1. TRUSSES SHALL BE DESIGNED & SHOP DRAWINGS SHALL BE PREPARED BY A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO. 2. GIRDER TRUSSES (GT) SHALL BE SUPPORTED BY QUADRUPLE 2x GANG STUDS EA. END. STUDS SHALL BE CONT. TO FND. PROVIDE FULL DEPTH BLOCKING BTWN. FLOORS, TYP. 3. TRUSS MANUF. TO DESIGN & SUPPLY ALL TRUSS-TO-TRUSS, TRUSS-TO-BEAM, & TRUSS-TO-GIRDER CONNECTIONS, TYP. 4. * RE: ARCH. FOR BOT. CHORD OF ROOF TRUSS PROFILE TYP. 5. TRUSS MANUF. TO DESIGN TRUSSES FOR DEAD LOAD = 15 psf & SNOW LOAD = 74 psf, TYPICAL. ROOF TRUSS SCHEDULE TYPE T1 HANGER PER MANUF. DESCRIPTION/SPACING ROOF TRUSSES @ 24" o.c. T2 PER MANUF.JACK TRUSSES @ 24" o.c. GT PER MANUF.GIRDER TRUSS HJ PER MANUF.HIP JACK EW PER MANUF.ENDWALL TRUSS OR N/A2x6 OUTRIGGERS @ 24" o.c. R1 LUS282x12 RAFTERS @ 16" o.c. KING STUD SCHEDULE REQ'D. STUDS 3WALL HEIGHT 1 OPENING WIDTH 2 (1) 2x6 0'-0" = < h < 10'-0"(2) 2x6 10'-0" < h < 12'-0" (3) 2x6 (2) 2x6 (3) 2x6 NOTES: 1. h = TOTAL STUDWALL HEIGHT, RE: ARCH. 2. w = ROUGH OPENING WIDTH, RE: ARCH. 3. KING STUDS SHALL BE THE SAME SIZE, SPECIES, & GRADE AS THE SURROUNDING WALL FRAMING. 4. @ ALL EXTERIOR WINDOW & DOOR LOCATIONS PROVIDE KING STUDS AS INDICATED ABOVE. 5. SPECIAL CALLOUTS INDICATED THUS: INDICATES NUMBER OF TRIMMER STUDS REQ'D. INDICATES NUMBER OF KING STUDS REQ'D. TAKE PRECEDENCE OVER THIS SCHEDULE. (4) 2x6 (4) 2x6 #K #T 0'-0" < w < 1'-0" 1'-0" < w < 3'-0" 0'-0" < w < 1'-0" 3'-0" < w < 5'-6" 1'-0" < w < 2'-6" 5'-6" < w < 8'-0" 2'-6" < w < 4'-0" S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S3.2 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 SECTION1 3/4" = 1'-0" SECTION2 3/4" = 1'-0" SECTION3 3/4" = 1'-0" SECTION4 3/4" = 1'-0" SECTION5 3/4" = 1'-0" CONT. P.T. 2x SILL | CONC. SLAB, RE: PLAN VA R I E S 1 2" ISOLATION JOINT (2) #5 CONT. TOP & BOT. T.O.C. 8" MI N . RE : P L A N RE: PLAN MI N . F R O S T C O V E R , RE : G E N E R A L N O T E S T.O. FTG. RE: PLAN EXTERIOR GRADE VARIES, RE: CIVIL ANCHOR BOLTS, RE: PLAN/ SHEAR WALL SCHEDULE RE: SCHED. ROUGHEN SURFACE ~ FOOTING = ~ FND. WALL T.O. SLAB RE: PLAN STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. #4 DOWELS x FULL HEIGHT 8" @ 18" o.c., ALT. LEGS CONC. SLAB, RE: PLAN #4 x 1'-4" SMOOTH DOWELS @ 16" o.c. CONC. DRIVE, RE: ARCH 1 8"/FT. MIN. SLOPE 1 2" ISOLATION JOINT (2) #5 CONT. TOP & BOT. MI N . F R O S T C O V E R , RE : G E N E R A L N O T E S 6" T.O. FTG. RE: PLAN VARIES RE: CIVIL RE: SCHED. ~ FOOTING = ~ FND. WALL ROUGHEN SURFACE #4 DOWELS x FULL HEIGHT 8" @ 18" o.c., ALT. LEGS 1' - 6 " MI N . EXTERIOR GRADE VARIES, RE: CIVIL EDGE NAILING RE : P L A N 36 " M I N . 8" MI N . ANCHOR BOLTS EA. FACE, RE: PLAN/SHEAR WALL SCHEDULE PROVIDE VAPOR BARRIER BETWEEN JOIST & FOUNDATION WALL #4 VERTS. @ 36" o.c. FLOOR SHEATHING, RE: PLAN (2) #5 CONT. @ TOP T.O.C. RE: PLAN RE: PLAN ROUGHEN SURFACE RE: SCHED. 2x STUD WALL, RE: PLAN FOR LOCATIONS OF SHEAR WALLS T.O. FTG. 2x SILL | FLOOR JOISTS, RE: PLAN P.T. 2x SOLE | EA. FACE SIMPSON HANGER, RE: PLAN ~ FOOTING = ~ FND. WALL #4 DOWELS x 3'-4" 6" @ 18" o.c., ALT. LEGS EXTERIOR GRADE VARIES, RE: CIVIL EDGE NAILING RE : P L A N 36 " M I N . 8" MI N . #4 VERTS. @ 36" o.c. FLOOR SHEATHING, RE: PLAN (2) #5 CONT. @ TOP T.O.C. RE: PLAN RE: PLAN ROUGHEN SURFACE RE: SCHED. 2x STUD WALL, RE: PLAN FOR LOCATIONS OF SHEAR WALLS T.O. FTG. 2x SILL | FLOOR JOISTS, RE: PLAN P.T. 2x SOLE | ~ FOOTING = ~ FND. WALL #4 DOWELS x 3'-4" 6" @ 18" o.c., ALT. LEGS 1' - 6 " M I N . RE: SCHEDULE FOR FOOTING REINF. RE: SCHEDULE FOR FOOTING REINF. 1'-4" MAX. ANCHOR BOLTS EA. FACE, RE: PLAN/SHEAR WALL SCHEDULE SECTION6 3/4" = 1'-0" 1' - 6 " MI N . EDGE NAILING RE : P L A N ANCHOR BOLTS EA. FACE, RE: PLAN/SHEAR WALL SCHEDULE PROVIDE VAPOR BARRIER BETWEEN JOIST & FOUNDATION WALL #4 VERTS. @ 36" o.c. FLOOR SHEATHING, RE: PLAN (2) #5 CONT. @ TOP T.O.C. RE: PLAN RE: PLAN ROUGHEN SURFACE RE: SCHED. 2x STUD WALL, RE: PLAN FOR LOCATIONS OF SHEAR WALLS T.O. FTG. 2x SILL | FLOOR JOISTS, RE: PLAN P.T. 2x SOLE | EA. FACE SIMPSON HANGER, RE: PLAN ~ FOOTING = ~ FND. WALL #4 DOWELS x 3'-4" 6" @ 18" o.c., ALT. LEGS RE: SCHEDULE FOR FOOTING REINF. T.O. FTG. RE: PLAN 2" C L R . , T Y P RE: PLAN FOR SIZE & REINF. 1' - 6 " MI N . EDGE NAILING RE : P L A N ANCHOR BOLTS EA. FACE, RE: PLAN/SHEAR WALL SCHEDULE PROVIDE VAPOR BARRIER BETWEEN BEAM & FOUNDATION WALL, TYP. FLOOR SHEATHING, RE: PLAN (2) #5 CONT. @ TOP & BOT. 2x STUD WALL, RE: PLAN FOR LOCATIONS OF SHEAR WALLS 2x SILL | FLOOR BEAM, RE: PLAN P.T. 2x SOLE | EA. FACE RE: SCHEDULE FOR FOOTING REINF. T.O.C. RE: PLAN 8"6"6" (5) #4 CLOSED TIES (3) @ 3" o.c. @ TOP & EQ. SPACED REMAINDER STEEL SHIM AS REQUIRED RE : SC H E D . #4 VERTS. @ EACH CORNER OF PILASTER #4 VERTS. @ 36" o.c. SIMPSON STRONG WALL FOUNDATION ATTACHMENT T.O.C. RE: PLAN SIMPSON STRONG WALL, RE: PLAN 1"` GR.55 ANCHOR ROD, WELDED TO EMBED | w/ FULL-PEN WELD EMBED |3 4x8x0'-8" w/ (2) #5x36" GR.A706 WELDABLE REBAR D.A.S @ EA. END OF SIMPSON STRONG-WALL, RE: B/THIS SHEET LAP (1) #5 FULL-HEIGHT VERTS. w/ EA. #5 D.A.S. A RE: PLAN B 21 2", TYP. 212", T Y P . 8" 8" EMBED | (2) #5x36" D.A.S. w/ FULL-PEN WELDS SECTION7 3/4" = 1'-0" (3) #3 CLOSED TIES @ 2" o.c. @ TOP RE: 1/THIS SHEET FOR TYP. WALL REINF. NOT SHOWN HERE SECTION8 3/4" = 1'-0" SECTION9 3/4" = 1'-0" SECTION10 3/4" = 1'-0" #4 VERTS. TYP. SHOWN THUS (5) #4 CLOSED TIES (3) @ 3" o.c. @ TOP & EQ. SPACED REMAINDERCONC. FOUNDATION WALL RE: PLAN FOR PILASTER DIMS #4 VERTS. TYP. SHOWN THUS (5) #4 CLOSED TIES (3) @ 3" o.c. @ TOP & EQ. SPACED REMAINDERCONC. FOUNDATION WALL #4 VERTS. TYP. SHOWN THUS (5) #4 CLOSED TIES (3) @ 3" o.c. @ TOP & EQ. SPACED REMAINDER CONC. FOUNDATION WALL RE: PLAN FOR PILASTER DIMS RE: PLAN FOR PILASTER DIMS RE: 1/THIS SHEET FOR TYP. WALL REINF. REQT'S NOT SHOWN HERE RE: 1/THIS SHEET FOR TYP. WALL REINF. REQT'S NOT SHOWN HERE RE: 1/THIS SHEET FOR TYP. WALL REINF. REQT'S NOT SHOWN HERE S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S4.0 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 SECTION1 3/4" = 1'-0" SECTION2 3/4" = 1'-0" STRUCTURAL ROOF SHEATHING, RE: PLAN GABLE END WALL TRUSS PROVIDE 2x4 STRONG BACKS @ 16" o.c. (FOR GABLE HEIGHTS OVER 6'-0", NAIL THROUGH FLAT END WALL TRUSS WEB INTO STRONG BACK w/ 16d NAILS @ 6" o.c.) TOE-NAIL OUTRIGGER TO TRUSS TOP CHORD w/ (2) 16d NAILSOUTRIGGERS NOT REQ'D. WHERE EAVE OVERHANG < 9" STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. RE: ARCH FOR FASCIA & SOFFIT DETAILS 2x BLOCKING BTWN. TRUSSES, TYP. (OMIT EVERY THIRD BAY FOR VENTILATION). FASTEN TO TOP | PER SHEAR WALL SCHEDULE FOR SOLE | NAILING OF WALL BELOW STRUCTURAL ROOF SHEATHING, RE: PLAN WOOD ROOF TRUSS, RE: PLAN DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) SIMPSON ANCHOR @ EA. TRUSS, SELECT TO RESIST UPLIFT INDICATED IN TRUSS SHOPS CEILING, RE: ARCH, TYP. VARIES, RE: ARCH BOUNDARY NAILING, RE: PLAN RE: GENERAL NOTES FOR BOUNDARY & EDGE NAILING NOT SHOWN HERE WHERE HEEL HEIGHT EXCEEDS 12", 2x12 BLOCKING TO BE INSTALLED FLUSH w/ THE UNDERSIDE OF THE ROOF SHEATHING. WALL SHEATHING MUST RUN BTWN. TRUSSES TO THE TOP OF BLOCKING & BOUNDARY NAILING MUST BE PROVIDED WOOD HEADER WHERE APPLICABLE, RE: PLAN BOUNDARY NAILING, RE: PLAN DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. 4 5 ° ± ROOF TRUSS ON WALL PERPENDICULAR CONDITION ROOF TRUSS ON WALL GABLE CONDITION ROOF TRUSSES, RE: PLAN 2x4 KICKER BRACING @ RIDGE OF GABLE END TRUSS & @ 10'-0" o.c. BOTH SIDES OF RIDGE, PROVIDE ONLY WHERE GABLE END HEIGHT EXCEEDS 8'-0" GA B L E H E I G H T PROVIDE CONT. 2x4 LATERAL BRACE @ 4'-0" o.c. ALONG KICKER BRACE (ONLY REQ'D. FOR BRACES GREATER THAN 8'-0" LONG) WOOD HEADER WHERE APPLICABLE, RE: PLAN FASCIA, RE: ARCH 2x OUTRIGGERS, RE: PLAN RE: GENERAL NOTES FOR BOUNDARY & EDGE NAILING NOT SHOWN HERE SIMPSON A35 TO DBL. TOP | 2x BLOCKING BETWEEN TOP CHORD OF TRUSSES. CONNECT TO TOP CHORD w/ SIMPSON A34 EA. SIDE. FASTEN SHEATHING TO BLOCKING w/ 8d NAILS @3" o.c. (5) 10d NAILS FROM KICKER TO 2x BLOCKING BETWEEN TRUSSES SECTION3 3/4" = 1'-0" SECTION4 3/4" = 1'-0" SECTION5 3/4" = 1'-0" SECTION10 3/4" = 1'-0" SECTION9 3/4" = 1'-0" SECTION8 3/4" = 1'-0" SECTION7 3/4" = 1'-0" SECTION6 3/4" = 1'-0" RE: ARCH FOR FASCIA & SOFFIT DETAILS 2'-0" MAX., RE: ARCH STRUCTURAL INSULATED PANEL (SIP) & CONNECTIONS BY OTHERS, RE: PLAN BOUNDARY NAILING w/ SIP FASTENERS PER SIP MANUF. RE: SHEARWALL SCHEDULE FOR PLF LATERAL LOAD REQT'S STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M RE: A R C H . SLOP E DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) WOOD HEADER WHERE APPLICABLE, RE: PLAN CONT. BEVELED | TIMBERFRAME BY OTHERS RE: ARCH FOR FASCIA & SOFFIT DETAILS RE: ARCH STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) WOOD HEADER WHERE APPLICABLE, RE: PLAN TIMBERFRAME BY OTHERS STRUCTURAL INSULATED PANEL (SIP) & CONNECTIONS BY OTHERS, RE: PLAN RE: ARCH FOR FASCIA & SOFFIT DETAILS TIMBERFRAME BY OTHERS STRUCTURAL ROOF SHEATHING, RE: PLAN BOUNDARY NAILING, RE: PLAN 2x FULL DEPTH BLOCKING ABOVE TIMBER FRAME RAFTERS WOOD PURLINS RE: PLAN SIMPSON HURRICANE TIE @ EA. RAFTER RE: PLAN RE: ARCH FOR FASCIA & SOFFIT DETAILS TIMBERFRAME BY OTHERS STRUCTURAL ROOF SHEATHING, RE: PLAN BOUNDARY NAILING, RE: PLAN 2x FULL DEPTH BLOCKING ABOVE TIMBER FRAME RAFTERS WOOD PURLINS RE: PLAN SIMPSON HURRICANE TIE @ EA. RAFTER RE: PLAN STRUCTURAL INSULATED PANEL (SIP) & CONNECTIONS BY OTHERS, RE: PLAN 2x BLOCKING BTWN STUDS FOR ATTACHMENT OF SIMPSON STRAP SIMPSON CS16x4'-0" ATOP DBL. TOP | CENTERED ON TIMBER BEAM SIMPSON CS16x4'-0" CENTERED ON TIMBER BEAM, FILL ALL NAIL HOLES STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M PROVIDE ADDITIONAL 2x STUD @ BROKEN DBL. TOP | AS RESULT OF TIMBER BEAM DBL 2x TOP | BREAK @ TIMBER FRAME BEAM, RE: 1/THIS SHEET FOR LAP SPLICE REQT'S. RE: 3/THIS SHEET FOR BREAK IN DBL. TOP | REQTS. AT TIMBER FRAME BEAM LOCATIONS RE: ARCH. SLOPE BOUNDARY NAILING, RE: PLAN BOUNDARY NAILING, RE: PLAN WOOD HEADER WHERE APPLICABLE, RE: PLAN FLOOR JOIST, RE: PLAN FOR SIZE & ORIENTATION 2x SOLE | FASTENED TO RIM BOARD BELOW PER SHEAR WALL SCHEDULE DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) FLOOR SHEATHING, RE: PLAN 11 4" APA RATED RIM BOARDBOUNDARY NAILING, RE: PLAN STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. SHEATHING SPLICE LOCATION BOUNDARY NAILING, RE: PLAN RE: 8 & 9/THIS SHEET FOR BOUNDARY & EDGE NAILING NOT SHOWN HERE WOOD HEADER WHERE APPLICABLE, RE: PLAN FLOOR JOIST, RE: PLAN FOR SIZE & ORIENTATION 2x SOLE | FASTENED TO RIM BOARD BELOW PER SHEAR WALL SCHEDULE DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) FLOOR SHEATHING, RE: PLAN 11 4" APA RATED RIM BOARD STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. STUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M. SOLID BLOCKING BTWN. TRUSSES w/ (2) 16d PER STUD BOUNDARY NAILING, RE: PLAN PROVIDE HANGER PER TRUSS MANUF. RE : A R C H (2) SIMPSON CS16 x 30" LANDING JOIST, RE: PLAN LANDING BEAM, RE: PLAN FLOOR SHEATHING, RE: PLAN FLOOR BEAM, RE: PLAN FLOOR JOIST BEYOND SIMPSON CMST16 STRAP x 30", BOTH SIDES (3) 2x4 MEMBER FLOOR SHEATHING, RE: PLAN HANGING STAIR LANDING SIMPSON HUSC26-2 SECTION12 3/4" = 1'-0" SECTION11 3/4" = 1'-0" SOLID BLOCKING FASTENED TO STEEL BEAM w/ (2) ROWS OF 12"` THREADED STUDS OR THRU-BOLTS @ 24" o.c. MAX. FLOOR JOIST, RE: PLAN FLOOR SHEATHING, RE: PLAN SIMPSON HANGER (EA. SIDE), RE: PLAN 2x DOUG-FIR OR 11 2" LSL FULL BEAM WIDTH NAILER |, FASTEN TO BEAM w/ MIN. 0.145"` P.A.F. @ 16" o.c. (2 ROWS) STRUCTURAL ROOF SHEATHING, RE: PLAN 2x FULL DEPTH BLOCKING ABOVE TIMBER FRAME RAFTERS WOOD PURLINS RE: PLAN TIMBERFRAME BY OTHERSSTUD WALL, RE: PLAN FOR STUD & SHEATHING REQ'M DBL. 2x TOP | CONT. (4'-0" LAP SPLICES MIN.) STRUCTURAL INSULATED PANEL (SIP) & CONNECTIONS BY OTHERS, RE: PLAN BOUNDARY NAILING, RE: PLAN STRUCTURAL ROOF SHEATHING, RE: PLAN SIMPSON HURRICANE TIE @ EA. RAFTER RE: PLAN BOUNDARY NAILING, RE: PLAN SIMPSON A35 @ 12" o.c. FULL LENGTH OF WALL BOUNDARY FASTENING PER TIMBER FRAME MANUF. BOUNDARY FASTENING PER TIMBER FRAME MANUF. BOUNDARY FASTENING PER TIMBER FRAME MANUF. TRUSS MANUF. TO SPECIFY & SUPPLY ALL TRUSS TO TRUSS CONNECTIONS, TRUSS TO WOOD-BEAM CONNECTIONS, & WOOD-BEAM TO TRUSS CONNECTIONS NOTE: TIMBER FRAME MANUF. TO SPECIFY & SUPPLY ALL TIMBER FRAME TO TIMBER FRAME CONNECTIONS, TIMBER FRAME TO WOOD-BEAM CONNECTIONS, & WOOD-BEAM TO TIMBER FRAME CONNECTIONS, TYP. NOTE: BOUNDARY NAILING w/ SIP FASTENERS PER SIP MANUF. RE: SHEARWALL SCHEDULE FOR PLF LATERAL LOAD REQT'S BOUNDARY NAILING w/ SIP FASTENERS PER SIP MANUF. RE: SHEARWALL SCHEDULE FOR PLF LATERAL LOAD REQT'S BOUNDARY NAILING w/ SIP FASTENERS PER SIP MANUF. RE: SHEARWALL SCHEDULE FOR PLF LATERAL LOAD REQT'S S T R U C T U R A L P L O T D A T E : 0 8 . 2 0 . 2 0 2 1 JO H N W I E B E R R E S I D E N C E 27 7 4 Y P S I L O N C I R C L E ES T E S P A R K , L A R I M E R C O U N T Y , C O 8 0 5 1 7 ISSUE:DATE: PERMIT 07/30/21 REVIEWED BY: YMG DATE:07/30/21 DRAWN BY: LD DESIGNED BY:EJP CO P Y R I G H T 2 0 2 1 A L L R I G H T S R E S E R V E D - N O T I N T E N D E D F O R R E U S E w / o W R I T T E N A P P R O V A L F R O M A N C H O R E N G I N E E RI N G , I N C . JOB NUMBER:210644 2535 17th Street Denver, Colorado 80211 303-783-4797 Fax 303-830-9133 www.anchoreng.com ANCHORENGINEERING STRUCTURAL ENGINEERS S5.0 CITY COMM.08/20/21 08/20/2021Reviewed by SAFEbuilt 08/27/2021 Job #: Performed for: Weiber Residence 2774 Ypsilon Circle Estes Park, CO 80517 MGI Mechanical Services 266 Basher Dr Berthoud, CO 80513 Phone: 9702871673 Scale: 1 : 79 Page 1 Rig h t -S u it e ® Un ive rsa l 2 0 2 1 21.0.07 RSU29846 2021-Jun-06 08:21:14 ...r Residence\Weiber Residence.rup N CRAWLSPACE Crawlspace 20 x 20 25 x 20 20 x 8 8 " 8 "8 " 6 " 5 " 6 "7 " 6 " 6 "6 " 6 " 4 " 18 x 8 7 "7 " 16 x 8 7 " 4 " 10 x 4 140 cfm 8 " 12 " 10 x 8 12 x 8 Reviewed by SAFEbuilt 08/27/2021 Job #: Performed for: Weiber Residence 2774 Ypsilon Circle Estes Park, CO 80517 MGI Mechanical Services 266 Basher Dr Berthoud, CO 80513 Phone: 9702871673 Scale: 1 : 79 Page 2 Rig h t -S u it e ® Un ive rsa l 2 0 2 1 21.0.07 RSU29846 2021-Jun-06 08:21:14 ...r Residence\Weiber Residence.rup N MAIN FLOOR Master Bedroom Entry Dining Bathroom Mud Mech Kitchen/Living 10 x 4 76 cfm 10 x 4 76 cfm 10 x 4 105 cfm 10 x 4 86 cfm 10 x 4 86 cfm 10 x 4 86 cfm 5 " 86 cfm 10 x 4 39 cfm 10 x 4 36 cfm 10 x 4 68 cfm 8 " 8 "7 " 7 " 7 " 14 x 6 188 cfm 18 x 18 529 cfm 12 " Reviewed by SAFEbuilt 08/27/2021 Job #: Performed for: Weiber Residence 2774 Ypsilon Circle Estes Park, CO 80517 MGI Mechanical Services 266 Basher Dr Berthoud, CO 80513 Phone: 9702871673 Scale: 1 : 79 Page 3 Rig h t -S u it e ® Un ive rsa l 2 0 2 1 21.0.07 RSU29846 2021-Jun-06 08:21:14 ...r Residence\Weiber Residence.rup N UPPER FLOOR Bedroom 3 Bedroom 2 Bathroom 2 Loft Open To Below 10 x 4 74 cfm 10 x 4 74 cfm 12 x 4 103 cfm 12 x 4 116 cfm 14 x 6 212 cfm 14 x 6 212 cfm 5 " 45 cfm 14 x 6 132 cfm 10 x 6 103 cfm Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Project Summary Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor:2774 Ypsilon Circle, Estes Park, CO 80517 Notes: Design Information Fort Collins (AWOS), CO, USWeather: Winter Design Conditions Summer Design Conditions Outside db °F4 Outside db °F91Inside db °F72 Inside db °F75 Design TD °F68 Design TD °F16Daily range H Relative humidity %50Moisture difference gr/lb-21 Heating Summary Sensible Cooling Equipment Load Sizing Structure Btuh32218 Structure Btuh20371 Ducts Btuh3212 Ducts Btuh2296Central vent (SER=50% 61 cfm)Btuh1679 Central vent (SER=50% 61 cfm)395 Btuh Heat recovery Heat recoveryHumidificationBtuh4018Blower Btuh0 Piping Btuh0Equipment load Btuh41126 Use manufacturer's data y Rate/swing multiplier 1.00InfiltrationEquipment sensible load Btuh23061 Method Latent Cooling Equipment Load SizingSimplified Construction quality Semi-tight0Fireplaces Structure Btuh228 Ducts Btuh96Central vent (61 cfm)Btuh-656 CoolingHeating Heat recovery30543054Area (ft²)Equipment latent load Btuh0 2435524355Volume (ft³)Air changes/hour 0.130.25 Equipment Total Load (Sen+Lat)Btuh23061 Equiv. AVF (cfm)53101 Req. total capacity at 1.00 SHR ton1.9 Heating Equipment Summary Cooling Equipment Summary Make Carrier Make CarrierTradeCarrier Comfort 95 Single-Stag...Trade CARRIER Model 59SC5A060S17--14 Cond CA13NA036BNG0DAHRI ref Coil CNPHP4221ALA AHRI refEfficiency95.5 AFUE Efficiency 11.5 EER, 14 SEER Heating input Btuh60000 Sensible cooling Btuh33200Heating output Btuh49128 Latent cooling Btuh0 Temperature rise °F57 Total cooling Btuh33200Actual air flow cfm1050 Actual air flow cfm1205 Air flow factor cfm/Btuh0.030 Air flow factor cfm/Btuh0.053Static pressure in H2O0.70 Static pressure in H2O0.80 Space thermostat Load sensible heat ratio 1.00 Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Building Analysis Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Heating Walls Glazing DoorsCeilingsFloors Inf iltration Ducts Ventilation Humidif ication % of loadBtuhBtuh/ft²Component 22.592363.3Walls 30.91272320.4Glazing 2.4100726.5Doors 4.217251.4Ceilings 4.619011.51.5Floors 13.756281.6Infiltration 7.83212Ducts 00Piping 9.84018Humidification 4.11679Ventilation0Adjustments 100.041126Total Cooling Walls Glazing Other Ceilings Infiltration Ducts Internal Gains % of loadBtuhBtuh/ft²Component 6.514910.5Walls 59.91381522.2Glazing 1.53459.1Doors 5.111870.9Ceilings 0.1240.0Floors 3.06890.2Infiltration 10.02296Ducts 1.7395Ventilation 12.22820Internal gains 00Blower 0Adjustments 100.023061Total Latent Cooling Load = 0 Btuh Overall U-va lue = 0.0 65 Btuh/ft²-°F Data entries checked. Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls Crawlspace Wall R19: Bg wall, light dry soil, concrete wall, r-19ins, 8" thk 750.396923.6019.00.053192n 440.394073.6019.00.053113e 750.396923.6019.00.053192s 440.394073.6019.00.053113w 2390.3921983.6019.00.053610all R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 3530.5719833.2021.00.047621n 2870.5716133.2021.00.047505e 3390.5719063.2021.00.047596s 2730.5715353.2021.00.047480w 12520.5770373.2021.00.0472202all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 183010.6352920.400.300173n 496133.1306020.400.300150e 208417.3246020.400.300121s 446233.1275220.400.300135w 1333723.11180120.400.300579all Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 13 ft overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 31710.661220.400.30030n Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 7 ft overhang (4 ft window ht, 1 ft sep.); 6.67 ft head ht 11310.621820.400.30011s Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 9 ft overhang (1.5 ft window ht, 1 ft sep.); 6.67 ft head ht 4810.69220.400.3005w Doors 11D0: Door, wd sc type 1839.0953326.500.39020s 1629.0947426.500.39018w 3459.09100726.500.39038all Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 2 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 11870.9417251.3649.00.0201268 Floors 20P-30c: Flr floor, frm flr, 12" thkns, carpet flr fnsh, r-30 cav ins, amb ovr 240.242372.3830.00.03599 21A-32t: Bg floor, heavy dry or light damp soil, 4' depth 00.0201124 0015281.36 22B-10tpm: Bg floor, heavy dry or light damp soil, on grade depth, r-10 edge ins 0013624.110.00.3556 Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 3 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Master Bedroom By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 680.573843.2021.00.047120n 370.572063.2021.00.04765w 1050.575903.2021.00.047185all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 21210.640820.400.30020n 158833.197920.400.30048w 179926.5138720.400.30068all Doors (none) Ceilings (none) Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 4 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Entry By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 340.571903.2021.00.04760n 140.57773.2021.00.04724s 450.572543.2021.00.04780w 930.575223.2021.00.047163all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 13810.626520.400.30013n 59533.136720.400.30018w 73323.663220.400.30031all Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 7 ft overhang (4 ft window ht, 1 ft sep.); 6.67 ft head ht 11310.621820.400.30011s Doors 11D0: Door, wd sc type 1839.0953326.500.39020s Ceilings (none) Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 5 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Dining By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 450.572563.2021.00.04780n 450.572513.2021.00.04779e 900.575073.2021.00.047159all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 158833.197920.400.30048e Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 13 ft overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht 31710.661220.400.30030n Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 1080.941561.3649.00.020115 Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 6 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Bathroom By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 300.571683.2021.00.04753s 390.572173.2021.00.04768w 690.573853.2021.00.047121all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 9 ft overhang (1.5 ft window ht, 1 ft sep.); 6.67 ft head ht 4810.69220.400.3005w Doors (none) Ceilings (none) Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 7 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Mud By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 410.572323.2021.00.04773e 10.5783.2021.00.0473s 310.571753.2021.00.04755w 740.574143.2021.00.047130all Partitions (none) Windows (none) Doors 11D0: Door, wd sc type 1629.0947426.500.39018w Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 420.94621.3649.00.02045 Floors 22B-10tpm: Bg floor, heavy dry or light damp soil, on grade depth, r-10 edge ins 0013624.110.00.3556 Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 8 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Kitchen/Living By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 720.574033.2021.00.047126n 600.573403.2021.00.047106e 1230.576913.2021.00.047216s 2550.5714343.2021.00.047449all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 127010.6244820.400.300120n 337433.1208120.400.300102e 96917.3114420.400.30056s 561320.2567320.400.300278all Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 3090.944481.3649.00.020330 Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 9 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Bedroom 3 By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 680.573843.2021.00.047120n 520.572913.2021.00.04791w 1200.576743.2021.00.047211all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 21210.640820.400.30020n 71433.144120.400.30022w 92622.384920.400.30042all Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 1470.942141.3649.00.020158 Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 10 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Bedroom 2 By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 200.571123.2021.00.04735n 500.572803.2021.00.04788s 700.573923.2021.00.047123w 1390.577843.2021.00.047245all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 34617.340820.400.30020s 156433.196520.400.30047w 191028.4137320.400.30067all Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 1710.942491.3649.00.020183 Floors 20P-30c: Flr floor, frm flr, 12" thkns, carpet flr fnsh, r-30 cav ins, amb ovr 240.242372.3830.00.03599 Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 11 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Bathroom 2 By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 320.571773.2021.00.04756s Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 7817.39220.400.3005s Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 590.94861.3649.00.02063 Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 12 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Loft By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls R-21 Frame Wall: Frm wall, wd ext, 3/8" wood shth, r-21 cav ins, 1/2" gypsum board int fnsh, 2"x6" wood frm, 16" o.c. stud 450.572553.2021.00.04780n 1410.577913.2021.00.047248e 900.575053.2021.00.047158s 2760.5715513.2021.00.047485all Partitions (none) Windows Low E 30: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; 6.67 ft head ht 69117.381620.400.30040s Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 3430.944991.3649.00.020367 Floors (none) Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:07 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 13 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Component Constructions Jun 04, 2021Date:Crawlspace By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) SimplifiedMethod)H(28-Da ily ra nge (°F) Semi-tightConstruction quality62-We t bu lb (°F) 0Fireplaces7.515.0Wind speed (mph) Construction descriptions GainLossClg HTMHtg HTMInsul RU-valueAreaOr BtuhBtuh/ft²BtuhBtuh/ft²ft²-°F/BtuhBtuh/ft²-°Fft² Walls Crawlspace Wall R19: Bg wall, light dry soil, concrete wall, r-19ins, 8" thk 750.396923.6019.00.053192n 440.394073.6019.00.053113e 750.396923.6019.00.053192s 440.394073.6019.00.053113w 2390.3921983.6019.00.053610all Partitions (none) Windows (none) Doors (none) Ceilings R49 Attic: Attic ceiling, asphalt shingles roof mat, r-49 ceil ins, 1/2" gypsum board int fnsh 80.94111.3649.00.0208 Floors 21A-32t: Bg floor, heavy dry or light damp soil, 4' depth 00.0201124 0015281.36 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Entire House Master Bedroom 2 Exposed wall 422.5 ft 25.3 ft 3 Room height 8.0 ft 10.0 heat/coolft 4 Room dimensions ft11.3x14.0 5 Room area 3053.8 f t²157.5 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 192 192 692 75 0 0 0 0 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 824 621 1983 353 140 120 384 68 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 173 0 3529 1830 20 0 408 212 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 30 0 612 317 0 0 0 0 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 113 113 407 44 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 655 505 1613 287 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 150 0 3060 4961 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 192 192 692 75 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 748 596 1906 339 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 121 0 2460 2084 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 11 21 218 113 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 20 20 533 183 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 113 113 407 44 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 638 480 1535 273 113 65 206 37 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 5 9 92 48 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 135 0 2752 4462 48 0 979 1588 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 18 18 474 162 0 0 0 0 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 1268 1268 1725 1187 0 0 0 0 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 99 99 237 24 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 1124 1124 1528 0 0 0 0 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 45 6 136 0 0 0 0 0 6 c) AED excursion 0 448 Envelope loss/gain 26591 16862 1977 2353 12 a)Infiltration 5628 689 409 50 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 4 920 2 460 Appliances/other 1900 0 Subtotal (lines 6 to 13)32218 20371 2386 2863 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 32218 20371 2386 2863 15 Duct loads 10%11%3212 2296 -0%0%0 0 Total room load 35430 22666 2386 2863 Air required (cfm)Air required (cfm)1050 1205 71 152 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 2...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Entry Dining 2 Exposed wall 22.5 ft 21.5 ft 3 Room height 10.0 heat/coolft 11.0 heat/coolft 4 Room dimensions ft170.8x1.0 ft136.0x1.0 5 Room area 170.8 f t²136.0 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 0 0 0 0 0 0 0 0 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 73 60 190 34 110 80 256 45 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 13 0 265 138 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 30 0 612 317 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 0 0 0 0 127 79 251 45 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 0 0 0 0 48 0 979 1588 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 55 24 77 14 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 11 11 218 113 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 20 20 533 183 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 98 80 254 45 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 18 0 367 595 0 0 0 0 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 0 0 0 0 115 115 156 108 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 0 0 0 0 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 0 0 0 0 0 0 0 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 0 0 0 0 0 0 0 0 6 c) AED excursion 113 -181 Envelope loss/gain 1905 1234 2254 1922 12 a)Infiltration 365 45 383 47 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13)2269 1278 2637 1969 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 2269 1278 2637 1969 15 Duct loads -0%0%0 0 -0%0%0 0 Total room load 2269 1278 2637 1969 Air required (cfm)Air required (cfm)67 68 78 105 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 3...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Bathroom Mud 2 Exposed wall 12.5 ft 14.8 ft 3 Room height 10.0 heat/coolft 10.0 heat/coolft 4 Room dimensions ft11.3x5.3 ft118.4x1.0 5 Room area 59.1 f t²118.4 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 0 0 0 0 0 0 0 0 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 0 0 0 0 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 0 0 0 0 73 73 232 41 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 53 53 168 30 3 3 8 1 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 73 68 217 39 73 55 175 31 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 5 5 92 48 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 0 0 0 0 18 18 474 162 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 0 0 0 0 45 45 62 42 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 0 0 0 0 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 0 0 0 0 0 0 0 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 0 0 0 0 45 6 136 0 6 c) AED excursion 31 -33 Envelope loss/gain 477 147 1086 245 12 a)Infiltration 203 25 239 29 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 0 0 0 0 Appliances/other 500 0 Subtotal (lines 6 to 13)679 672 1325 274 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 679 672 1325 274 15 Duct loads -0%0%0 0 -0%0%0 0 Total room load 679 672 1325 274 Air required (cfm)Air required (cfm)20 36 39 15 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 4...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Kitchen/Living Bedroom 3 2 Exposed wall 63.3 ft 25.3 ft 3 Room height 10.1 heat/coolft 10.0 heat/coolft 4 Room dimensions ft518.7x1.0 ft11.3x14.0 5 Room area 518.7 f t²157.5 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 0 0 0 0 0 0 0 0 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 246 126 403 72 140 120 384 68 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 120 0 2448 1270 20 0 408 212 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 208 106 340 60 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 102 0 2081 3374 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 272 216 691 123 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 56 0 1144 969 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 0 0 0 0 113 91 291 52 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 0 0 0 0 22 0 441 714 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 330 330 448 309 158 158 214 147 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 0 0 0 0 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 0 0 0 0 0 0 0 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 0 0 0 0 0 0 0 0 6 c) AED excursion -786 141 Envelope loss/gain 7556 5390 1737 1335 12 a)Infiltration 1177 144 409 50 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 0 0 1 230 Appliances/other 900 0 Subtotal (lines 6 to 13)8733 6434 2146 1615 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 8733 6434 2146 1615 15 Duct loads -0%0%0 0 34%35%728 566 Total room load 8733 6434 2874 2180 Air required (cfm)Air required (cfm)259 342 85 116 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 5...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Bedroom 2 Bathroom 2 2 Exposed wall 31.3 ft 6.0 ft 3 Room height 10.0 heat/coolft 10.0 heat/coolft 4 Room dimensions ft17.0x10.8 ft10.5x6.0 5 Room area 182.8 f t²63.0 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 0 0 0 0 0 0 0 0 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 35 35 112 20 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 108 88 280 50 60 56 177 32 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 20 0 408 346 5 0 92 78 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 0 0 0 0 0 0 0 0 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 170 123 392 70 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 47 0 965 1564 0 0 0 0 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 183 183 249 171 63 63 86 59 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 99 99 237 24 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 0 0 0 0 0 0 0 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 0 0 0 0 0 0 0 0 6 c) AED excursion 336 -54 Envelope loss/gain 2642 2580 355 114 12 a)Infiltration 506 62 97 12 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 1 230 0 0 Appliances/other 0 500 Subtotal (lines 6 to 13)3148 2872 452 626 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 3148 2872 452 626 15 Duct loads 34%35%1068 1006 34%35%153 219 Total room load 4216 3878 606 846 Air required (cfm)Air required (cfm)125 206 18 45 Reviewed by SAFEbuilt 08/27/2021 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Jun-06 08:20:07Right-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 6...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Right-J® W or ksheet Jun 04, 2021Date:Entire House By:MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 1 Room name Loft Crawlspace 2 Exposed wall 47.8 ft 152.5 ft 3 Room height 11.0 heat/coolft 4.0 heat/coolft 4 Room dimensions ft366.6x1.0 ft1123.5x1.0 5 Room area 366.6 f t²1123.5 f t² Ty Construction U-value Or HTM Area (f t²)Load Area (f t²)Load number (Bt uh/f t²-°F)(Bt uh/f t²-°F)(Bt uh/f t²)(Bt uh/f t²)or perimeter (ft)(Btuh)or perimeter (ft)(Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 nn 3.603.60 0.390.39 0 0 0 0 192 192 692 75 .WW R-21 Frame WallR-21 Frame Wall 0.0470.047 nn 3.203.20 0.570.57 80 80 255 45 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 .GG Low E 30Low E 30 0.3000.300 nn 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 1 1 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ee 3.603.60 0.390.39 0 0 0 0 113 113 407 44 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ee 3.203.20 0.570.57 248 248 791 141 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ee 20.4020.40 33.0733.07 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ss 3.603.60 0.390.39 0 0 0 0 192 192 692 75 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ss 3.203.20 0.570.57 198 158 505 90 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 17.2817.28 40 0 816 691 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ss 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ss 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 WW Crawlspace Wall R19 0.053Crawlspace Wall R19 0.053 ww 3.603.60 0.390.39 0 0 0 0 113 113 407 44 WW R-21 Frame WallR-21 Frame Wall 0.0470.047 ww 3.203.20 0.570.57 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 10.5810.58 0 0 0 0 0 0 0 0 GG Low E 30Low E 30 0.3000.300 ww 20.4020.40 33.0733.07 0 0 0 0 0 0 0 0 DD 11D011D0 0.3900.390 ww 26.5226.52 9.099.09 0 0 0 0 0 0 0 0 CC R49 AtticR49 Attic 0.0200.020 --1.361.36 0.940.94 367 367 499 343 8 8 11 8 FF 20P-30c20P-30c 0.0350.035 --2.382.38 0.240.24 0 0 0 0 0 0 0 0 FF 21A-32t21A-32t 0.0200.020 --1.361.36 0.000.00 0 0 0 0 1124 1124 1528 0 FF 22B-10tpm22B-10tpm 0.3550.355 --24.1424.14 0.000.00 0 0 0 0 0 0 0 0 6 c) AED excursion 25 -40 Envelope loss/gain 2865 1335 3738 207 12 a)Infiltration 851 104 988 121 b)Room ventilation 0 0 0 0 13 Internal gains:Occupants @ 230230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13)3716 1440 4726 328 Less external loadLess external load 0 0 0 0 Less transferLess transfer 0 0 0 0 RedistributionRedistribution 0 0 0 0 14 Subtotal 3716 1440 4726 328 15 Duct loads 34%35%1261 504 -0%0%0 0 Total room load 4978 1944 4726 328 Air required (cfm)Air required (cfm)148 103 140 17 Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:08 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:AED Assessment Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Design Conditions Location:CoolingHeatingIndoor: 7572Indoor temp era ture (°F)Fort Collins (AWOS), CO, US 1668Design TD (°F)ft8050Elevation: 5030Relative humidity (%)°N40Latitude: Outdoor:-21.540.0Moisture difference (gr/lb)CoolingHeating Infiltration:914Dry bul b (°F) )H(28-Da ily ra nge (°F) 62-We t bu lb (°F) 7.515.0Wind speed (mph) Test for Adequate Exposure Diversity Hourly Glazing Load Hourly Average AED limit Gl a z i n g l o a d ( B t u h ) Hour of Day 0 2,000 4,000 6,000 8,000 10,000 12,000 14,000 16,000 18,000 8 9 10 11 12 13 14 15 16 17 18 19 20 Maximum hourly glazing load exceeds average by 20.7%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:08 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Duct system multi orientation report Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Group 1: ( N) Group 2: (NE) Group 3: ( E) Group 4: (SE) Group 5: ( S) Group 6: (SW) Group 7: ( W) Group 8: (NW) Duct Name (SE)(E)(NE)(N) Duct SizeReg SizeReg CFMDuct SizeReg SizeReg CFMDuct SizeReg SizeReg CFMDuct SizeReg SizeReg CFM Supply Branches Bathroom 410x428 c410x431 c410x431 c410x436 c Bathroom 2 0541 c0549 c0545 c0545 c Bedroom 2 612x474 c612x470 c612x484 c712x4103 c Bedroom 2-A 610x674 c610x670 c610x684 c710x6103 c Bedroom 3 712x4100 c712x4114 c812x4124 c712x4116 c Crawlspace 710x4140 h710x4140 h710x4140 h710x4140 h Dining 710x4116 c610x479 c610x493 c710x4105 c Entry 510x467 h510x467 h610x471 c510x468 c Kitchen/Living 710x4117 c710x4112 c710x495 c610x486 c Kitchen/Living-A 710x4117 c710x4112 c710x495 c610x486 c Kitchen/Living-B 710x4117 c710x4112 c710x495 c610x486 c Kitchen/Living-C 75117 c75112 c7595 c6586 c Loft 010x474 h010x474 h010x474 h010x474 h Loft-A 010x474 h010x474 h010x474 h010x474 h Master Bedroom 510x456 c510x454 c610x472 c610x476 c Master Bedroom-A 510x456 c510x454 c610x472 c610x476 c Mud 410x439 h410x439 h410x439 h410x439 h Supply Trunks st9A 10x8269 h10x8269 h10x8269 h10x8269 h st2 16x8467 c16x8468 c18x8552 c18x8593 c st2A 10x8251 c10x8239 c12x8299 c12x8323 c srs1 20x201067 c20x201012 c20x201040 c20x201057 c st9 18x8600 c16x8544 c16x8488 c16x8477 h st1 20x201067 c20x201012 c20x201040 c20x201057 c Return Branches rb1 714x6141 c714x6139 c814x6176 c814x6188 c rb5 1218x18661 c1218x18602 c1218x18556 c1218x18529 c rb4 814x6132 h814x6132 h814x6132 h814x6132 h rb2 814x6172 h814x6172 h814x6174 c814x6212 c rb3 814x6212 h814x6212 h814x6212 h814x6212 h Return Trunks rt2 20x8607 h20x8607 h20x8649 c20x8676 c rrs1 20x201205 c20x201205 c20x201205 c20x201205 c rt1 25x201205 c25x201205 c25x201205 c25x201205 c Friction Rates Heating FR 0.0470.0470.0470.047 Cooling FR 0.0530.0530.0530.053 Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:08 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 2 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Duct Name (NW)(W)(SW)(S) Duct SizeReg SizeReg CFMDuct SizeReg SizeReg CFMDuct SizeReg SizeReg CFMDuct SizeReg SizeReg CFM Supply Branches Bathroom 410x432 c410x432 c410x433 c410x431 c Bathroom 2 0547 c0555 c0547 c0543 c Bedroom 2 612x489 c512x468 c512x468 c612x483 c Bedroom 2-A 610x689 c510x668 c510x668 c610x683 c Bedroom 3 612x492 c712x495 c712x4102 c712x4106 c Crawlspace 710x4140 h710x4140 h710x4140 h710x4140 h Dining 710x4107 c610x480 c710x4117 c810x4144 c Entry 510x467 h510x467 h510x467 h510x467 h Kitchen/Living 710x4100 c710x4113 c710x4109 c710x4105 c Kitchen/Living-A 710x4100 c710x4113 c710x4109 c710x4105 c Kitchen/Living-B 710x4100 c710x4113 c710x4109 c710x4105 c Kitchen/Living-C 75100 c75113 c75109 c75105 c Loft 010x474 h010x491 c010x474 h010x474 h Loft-A 010x474 h010x491 c010x474 h010x474 h Master Bedroom 510x456 c410x444 c510x454 c510x463 c Master Bedroom-A 510x456 c410x444 c510x454 c510x463 c Mud 410x439 h410x439 h410x439 h410x439 h Supply Trunks st9A 10x8269 h10x8269 h10x8269 h10x8269 h st2 16x8494 c14x8417 c16x8459 c16x8505 c st2A 10x8267 c10x8208 c10x8242 c10x8270 c srs1 20x201019 c20x20968 c20x201030 c20x201086 c st9 16x8525 c16x8551 c16x8571 c16x8581 c st1 20x201019 c20x20968 c20x201030 c20x201086 c Return Branches rb1 714x6145 c714x6120 c714x6142 c814x6156 c rb5 1218x18587 c1218x18600 c1218x18633 c1218x18640 c rb4 814x6132 h814x6132 h814x6132 h814x6132 h rb2 814x6184 c814x6172 h814x6172 h814x6172 c rb3 814x6212 h814x6243 c814x6212 h814x6212 h Return Trunks rt2 20x8618 c20x8607 h20x8607 h20x8607 h rrs1 20x201205 c20x201205 c20x201205 c20x201205 c rt1 25x201205 c25x201205 c25x201205 c25x201205 c Friction Rates Heating FR 0.0470.0470.0470.047 Cooling FR 0.0530.0530.0530.053 Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:08 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 3 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Duct Name SmalestLargest Duct SizeReg SizeReg CFMDuct SizeReg SizeReg CFM Supply Branches Bathroom 410x428 c410x436 c Bathroom 2 0541 c0555 c Bedroom 2 512x468 c712x4103 c Bedroom 2-A 510x668 c710x6103 c Bedroom 3 612x492 c812x4124 c Crawlspace 710x4140 h710x4140 h Dining 610x479 c810x4144 c Entry 510x467 h610x471 c Kitchen/Living 610x486 c710x4117 c Kitchen/Living-A 610x486 c710x4117 c Kitchen/Living-B 610x486 c710x4117 c Kitchen/Living-C 6586 c75117 c Loft 010x474 h010x491 c Loft-A 010x474 h010x491 c Master Bedroom 410x444 c610x476 c Master Bedroom-A 410x444 c610x476 c Mud 410x439 h410x439 h Supply Trunks st9A 10x8269 h10x8269 h st2 14x8417 c18x8593 c st2A 10x8208 c12x8323 c srs1 20x20968 c20x201086 c st9 16x8477 h18x8600 c st1 20x20968 c20x201086 c Return Branches rb1 714x6120 c814x6188 c rb5 1218x18529 c1218x18661 c rb4 814x6132 h814x6132 h rb2 814x6172 h814x6212 c rb3 814x6212 h814x6243 c Return Trunks rt2 20x8607 h20x8676 c rrs1 20x201205 c20x201205 c rt1 25x201205 c25x201205 c Friction Rates Heating FR 0.0470.047 Cooling FR 0.0530.053 Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:08 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 4 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Background Color Legend Yellow background Duct Size - duct size is smaller than the largest duct size in the row Reg Size - register size is smaller than the largest register size in the row Reg CFM - register design cfm is larger than 150 CFM Friction Rate - friction rate is outside ACCA Manual-D recommended range (0.06 - 0.18) Pink background column header Largest coolling load orientation Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:09 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Static Pressure and Friction Rate Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 Available Static Pressure CoolingHeating (in H2O)(in H2O) 0.800.70External static pressure Pressure losses 0.210.18Coil 00Heat exchanger 0.030.03Supply diffusers 0.030.03Return grilles 0.150.12Filter 00Humidifier 00Balancing damper 00Other device 0.380.34Available static pressure Total Effective Length ReturnSupply (ft)(ft) 410Measured length of run-out 1615Measured length of trunk 315360Equivalent length of fittings 335384Total length 719Total effective length Friction Rate CoolingHeating (in/100ft)(in/100ft) < 0.060.053< 0.060.047Supply Ducts < 0.060.053< 0.060.047Return Ducts Fitting Equivalent Length Details 4AD=60, 8AE=10, 8AE=10, 2I2=85, 12O1=10, 9K=65, 9K=65, 8B3=20, 1C=35: TotalEL=360Supply 6C6=115, 6M=20, 6CB=25, 6CA=10, 6CA=10, 10A=75, 8B3=20, 5A=40: TotalEL=315Return Reviewed by SAFEbuilt 08/27/2021 2021-Jun-06 08:20:10 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 1 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Job:Duct System Summary Jun 04, 2021Date:Entire House By: MGI Mechanical Services 266 Basher Dr, Berthoud, CO 80513 Phone: 9702871673 Project Information Weiber Residence, Kinley BuiltFor: 2774 Ypsilon Circle, Estes Park, CO 80517 CoolingHeating External static pressure in H2O0.80in H2O0.70 Pressure losses in H2O0.42in H2O0.36 Available static pressure in H2O0.38in H2O0.34 Supply / return available pressure 0.182 / 0.158 in H2O in H2O0.203 / 0.177 Lowest friction rate in/100ft0.053in/100ft0.047 Actual air flow cfm1205cfm1050 Total effective length (TEL)ft719 Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Eqv Name (Btuh)(cfm)(cfm)FR (in)(in)Matl Ln (ft)Ln (ft)Trunk st2265.021.5ShMt0x04.00.0713620672cBathroom 00ShMt0x0004518846cBathroom 2 st2285.035.0ShMt0x07.00.063103621939cBedroom 2 st2A360.024.3ShMt0x07.00.053103621939cBedroom 2-A st2330.030.3ShMt0x07.00.056116852180cBedroom 3 st9A130.028.8ShMt0x07.00.114171404726hCrawlspace st9255.026.3ShMt0x07.00.072105781969cDining st2A330.019.8ShMt0x05.00.05268672269cEntry st9A275.026.3ShMt0x06.00.06786651609cKitchen/Living st9A255.044.8ShMt0x06.00.06886651609cKitchen/Living-A st9245.035.3ShMt0x06.00.07286651609cKitchen/Living-B st9265.014.5ShMt0x06.00.07386651609cKitchen/Living-C 00ShMt0x0005274972hLoft 00ShMt0x0005274972hLoft-A st2A350.027.8ShMt0x06.00.05476351431cMaster Bedroom st2A320.023.0ShMt0x06.00.05976351431cMaster Bedroom-A st2275.019.3ShMt0x04.00.06215391325hMud Reviewed by SAFEbuilt 08/27/2021 Bold/italic values have been manually overridden 2021-Jun-06 08:20:10 Rig ht-Su ite® U niv er sal 20 21 21 .0.07 RSU2 9846 Page 2 ...ley Built\Weiber Residence\Weiber Residence.rup Calc = MJ8 Front Door faces: S Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk st9A Peak AVF 269 188 0.060 485 9.3 10x8 ShtMetl st9 st2 Peak AVF 408 593 0.053 593 12.9 18x8 ShtMetl srs1 st2A Peak AVF 200 323 0.053 485 10.3 12x8 ShtMetl st2 srs1 Peak AVF 885 1057 0.053 380 5.6 20x20 ShtMetl st1 st9 Peak AVF 477 464 0.060 537 11.6 16x8 ShtMetl srs1 st1 Peak AVF 885 1057 0.053 380 5.6 20x20 ShtMetl Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in)(cfm)(cfm)(ft)FR (fpm)(in)(in)Opening (in)Matl Trunk rb1 0x 910 188 197.3 0.090 538 8.0 x0 0 ShMt rt2 rb5 0x 4430 529 291.3 0.061 674 12.0 x0 0 ShMt rrs1 rb4 0x 1320 122 334.8 0.047 378 8.0 x0 0 ShMt rt2 rb2 0x 1720 212 242.8 0.073 607 8.0 x0 0 ShMt rt2 rb3 0x 2120 154 290.0 0.055 608 8.0 x0 0 ShMt rt2 Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm)(cfm)FR (fpm)(in)(in)Material Trunk rt2 Peak AVF 607 676 0.053 608 13.6 20x8 ShtMetl rrs1 rrs1 Peak AVF 1050 1205 0.053 434 7.3 20x20 ShtMetl rt1 rt1 Peak AVF 1050 1205 0.053 347 7.3 25x20 ShtMetl Reviewed by SAFEbuilt 08/27/2021 GAS LINE PRESSURE___________________ ONE LINE DRAWING TO BE ON THIS FORM. ONE LINE TO SHOW ALL DISTANCES FROM POINT TO POINT, BTU'S, SIZES OF PIPE AND PIPE MATERIAL USED BACK TO THE METER. ALL EXISTING EQUIPMENT TO BE SHOWN, ALL NEW EQUIPMENT AND PIPING TO BE CLOUDED. CALULATIONS TO INCLUDE FITTINGS.