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2020.0005 sf_ELREngCalcs_MTB_2540-A_15403 Yelm_021420 STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN PLAN 2540-A February 14, 2020 Client: Mountain Terrace Builders, Inc. Site: 15403 Coles Ct. SE Yelm, WA 98597 Calculated by: Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com ERIC L. RICE02/14/2020 ELR Engineering Project: Mountain Terrace Builders/2540-A 1915 Dayton Ave NE Job No. Figured by: ELR Renton, WA 98056 Checked by: Date: 2/14/2020 Sheet: 2 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home Design plan 2540-A for Mountain Terrace Builders. Our structural engineering information is shown in these calculations and on the submitted S-sheets. The information in this report conforms to the 2015 International Building Code as amended by the local jurisdiction. These calculations are applicable and valid only for the site stated on the cover sheet of these calculations. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering Old 0 N z 0 Q w w GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code (IBC) - 2015 edition with local jurisdiction amendments as applicable 2. ASCE/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement No. 1 3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFCM 2015 - National Design Specification for Wood Construction with 2015 NDS Supplement/Special Design Provisions for Wind & Seismic/Wood Frame Construction Manual for One- and Two-Family Dwellings 4. ACI 318-14 - Building Code Requirements for Structural Concrete 5. AISC 360-10/341-10 - Specification for Structural Steel Buildings/Seismic Provisions for Structural Steel Buildings 6. AWS D1.4/D1.4M-2011/Structural Welding Code 7. TMS 402-2013/ACI 530-13/ASCE 5-13 - Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient(GCpi) = ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D, Ss = 1.276, S1 = 0.498, SDS = 0.851, SD1 = 0.499, Seismic Design Category = D, Basic seismic-force-resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.131(orthogonal 1) & 0.131(orthogonal 2), Response modification factor (R) = 6.5(orthogonal 1) & 6.5(orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 17 psf Live: 20 psf Snow: 30 psf(Ps) 4. Floor - Dead: 15 psf(Upper), 12 psf(Lower) Live: 40 psf, 60 psf (deck) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At-rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer’s requirements. REINFORCED CONCRETE 1. f'c = 3000 psi(*) at 28 days. Min 5-½ sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is not required - 3000 psi compressive strength is specified for weathering protection only - structural design is based on f'c = 2500 psi. 2. Maximum aggregate size is 7/8”. Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 3" Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (1’-6” min) in concrete. Corner bars consisting of 32 bar diameter (1’-6” min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi) 2. Wall studs shall be: Bearing walls with 10'-0" maximum stud length 2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling 2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling 2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling Non-Bearing walls with maximum stud length noted 2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length 2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-0". 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure-treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field-cut ends, notches, and drilled holes of preservative-treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative-treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 µCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 7.a) above, all wood connectors and fasteners shall, at a minimum, be hot-dipped galvanized by one of the following methods: i) Continuous hot-dipped galvanizing per ASTM A653, type G185. ii) Batch or Post hot-dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot-dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot-dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG-BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS 1. Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: PENNY WEIGHT DIAMETER (INCHES) LENGTH (INCHES) 8d 0.131 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16” APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6” OC edges/12” oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet-set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply 23/32” APA rated Sturd-I-Floor(24” oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6” OC at all supported edges and at 12” OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16” APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6” OC at supported edges and at 12” OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall be designed, fabricated, and installed in accordance with the “Design Specifications for Light Metal Plate Connected Wood Trusses” by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir-Larch or Hem-Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in-plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSL) 1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.0E6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12” OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14” or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) 1. Laminated strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued laminated wood beams shall be Douglas Fir, kiln-dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with ANSI A190.1-12. 3. AITC stamp and certification required on each and every member. WOOD I-JOISTS 1. Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre-qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f’m = 1500 psi, using Type “S” mortar, f’c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f’c = 2000 psi in maximum lifts of 4’-0”. 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2’-0” past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of 1’-6” or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under “REINFORCING STEEL”. Lap all reinforcing bars 40 bar diameters with a minimum of 1’-6”. 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 @ 48” OC horizontally and (1) #5 @ 48” OC vertically. 12. Embed anchor bolts a minimum of 5”. GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re-submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. Shearwall Schedule [(1),(7),(13)] General Notes: (unless noted otherwise) ELR Engineering (1) Wall stud framing is assumed to be as per the general structural notes. 1915 Dayton Ave NE (2) All panel edges are to be supported by framing members - studs, plates and blocking (unless noted otherwise in the table above). Renton, WA 98056 (3) Allowable shears in the table above assume either 1) wall studs at 16" oc with panel long-axis oriented vertically or horizontally and field fastener spacing as per the table above phone: 206.200.8764 or 2) wall studs at 24" oc with panel long-axis oriented horizontally and 6" oc field fastener spacing. email: elreng33@gmail.com (4) Where the full thickness of (2)2x or 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. (5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. (6) Where bottom plate attachment specifies 2 or more rows of nails into the wood floor below, provide rim joist(s), joist(s) or blocking that has a minimum total width of 2.5 inches. (7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut ends of the sill plate. Provide a minimum of two anchor bolts per mudsill section. (8) Provide .229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and .229"x3"x4-1/2" plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches min. into concrete. Min. anchor bolt concrete edge dist. (perp. to mudsill) is 1-3/4”. Min. anchor bolt concrete end dist. (parallel to mudsill) is 8”. (9) Use 0.131 x 1-1/2" long nails if connector is in contact with framing. Use 0.131 x 2-1/2" long nails if connector is installed over sheathing. (10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints on the rim joist above and/or below or at blocking in wall above and/or below. (11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). (12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. (13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. (14) Shearwall edge nailing is required along full height of all holdown members. At built-up holdown members, distribute edge nailing into all laminations. (15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of adjoining horz. panel joints meets note (10) requirements. (16) No single framing member in the shearwall shall receive adjoining panel edge nailing from both sides of the shearwall unless 3x framing (see note 5 above for alternative) is provided at the adjoining panel joint locations. rev. 07.14.16 Mark per plan Sheathing No. sides sheathed Fastener size Edge fastener spacing (14) Field fastener spacing Framing member at adjoining panels (2) Bottom plate when directly on wood (10) Bottom plate nail size Bottom plate nail spacing in each row Bottom plate when directly on concrete (4),(5),(10) Anchor bolt dia. (8) Anchor bolt spacing, (2x sill) (3x sill) Top plate connector (9),(15) Top plate connector spacing (11),(15) ASD Vseismic (12) ASD Vwind (+40%) (12) W6A 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12”(3) 2x stud & unblocked horz. joints 2x 0.148” dia. x 3.25” 1-row 13” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 48” 145 plf 203 plf W6B 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 6” 2x stud & unblocked horz. joints 2x 0.148” dia. x 3.25” 1-row 10” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 36” 193 plf 271 plf W6 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12”(3) 2x 2x 0.148” dia. x 3.25” 1-row 8” 2x or 3x 5/8” 68”(2x) 72"(3x) A35 or LTP4 30” 242 plf 339 plf W4 7/16” PLY/OSB 1 0.131” dia. x 2.5” 4” 12”(3) 2x 2x 0.148” dia. x 3.25” 1-row 6” 2x or 3x 5/8” 48”(2x) 60"(3x) A35 or LTP4 21” 353 plf 495 plf W3 7/16” PLY/OSB 1 0.131” dia. x 2.5” 3” 12”(3) 3x(5) 2x 0.148” dia. x 3.25” 1-row 4” 2x or 3x 5/8” 36”(2x) 45"(3x) A35 or LTP4 16” 456 plf 638 plf W2 7/16” PLY/OSB 1 0.131” dia. x 2.5" 2” 12”(3) 3x(5) 2x 0.148” dia. x 3.25” 2-rows 7"(6) 2x or 3x 5/8” 28"(2x) 34"(3x) A35 or LTP4 12” 595 plf 833 plf 2W3 7/16” PLY/OSB 2 0.131” dia. x 2.5" 3” 12”(3) 3x(5, 16) 2x 0.148” dia. x 3.25” 3-rows 6"(6) 2x or 3x 5/8” 19"(2x) 23"(3x) A35 or LTP4 8” 911 plf 1276 plf 2W2 19/32” PLY/OSB 2 0.148” dia. x 3" 2” 12” 3x(5, 16) 2x 0.148” dia. x 3.25” 3-rows 4"(6) 2x or 3x 5/8” 10"(2x) 12"(3x) A35 or LTP4 4” 1618 plf 2265 plf ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Vertical Calculations ROOF Member Name Results Current Solution Comments RH1 Passed 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 RH2 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 RH3 Passed 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 RH4AB Passed 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 RH5 Passed 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 FLOOR 2 Member Name Results Current Solution Comments 2FH1 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 2FH2 Passed 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 2FH3 Passed 2 piece(s) 1 1/2" x 18" 1.3E TimberStrand® LSL 2FH4 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 2FH5 Passed 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 2FH6 Passed 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 2FH7 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 2FH8 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam 2FH9 Passed 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 2FH10 Passed 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 2FH11 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 FLOOR 1 Member Name Results Current Solution Comments 1FG1 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 1FG2 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 1FG3 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 1FG4 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 2540-AB_Imported JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 1 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4504 @ 6' 3"5156 (1.50")Passed (87%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3545 @ 5' 2"8244 Passed (43%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)7893 @ 4'10166 Passed (78%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.032 @ 3' 3 7/16"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.051 @ 3' 3 3/8"0.313 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"944 1578 2522 None 2 - Trimmer - HF 1.50"1.50"1.50"1661 2843 4504 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 16.0 -- 1 - Point (lb)4'N/A 1424 2512 2 - Uniform (PSF)4' to 6' 3"18' 6"17.0 30.0 Snow - Pierce County 3 - Uniform (PSF)0 to 4'5' 6"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF, RH1 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 2 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1861 @ 0 3281 (1.50")Passed (57%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1223 @ 8 3/4"3502 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1978 @ 2' 1 1/2"3438 Passed (58%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.023 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.036 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"682 1179 1861 None 2 - Trimmer - HF 1.50"1.50"1.50"682 1179 1861 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 4' 3"N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 3"18' 6"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF, RH2 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 3 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4640 @ 0 5156 (1.50")Passed (90%)--1.0 D + 1.0 S (All Spans) Shear (lbs)3486 @ 9"5376 Passed (65%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2898 @ 8"3705 Passed (78%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.032 @ 2' 4 15/16"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.051 @ 2' 5"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1695 2944 4639 None 2 - Trimmer - HF 1.50"1.50"1.50"463 768 1231 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 10.4 -- 1 - Point (lb)8"N/A 1478 2609 2 - Uniform (PSF)0 to 8"18' 6"17.0 30.0 Snow - Pierce County 3 - Uniform (PSF)8" to 5' 3"5' 4"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF, RH3 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 4 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)702 @ 0 3281 (1.50")Passed (21%)--1.0 D + 1.0 S (All Spans) Shear (lbs)546 @ 7"2657 Passed (21%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)921 @ 2' 7 1/2"1979 Passed (47%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.037 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.059 @ 2' 7 1/2"0.262 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"262 440 702 None 2 - Trimmer - HF 1.50"1.50"1.50"262 440 702 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 4.9 -- 1 - Uniform (PSF)0 to 5' 3"5' 7"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF, RH4AB 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 5 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)984 @ 0 3281 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans) Shear (lbs)474 @ 7"2657 Passed (18%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)553 @ 1' 1 1/2"1979 Passed (28%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.004 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.006 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 2' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 2' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"359 624 983 None 2 - Trimmer - HF 1.50"1.50"1.50"359 624 983 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 2' 3"N/A 4.9 -- 1 - Uniform (PSF)0 to 2' 3"18' 6"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED ROOF, RH5 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 6 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3354 @ 0 3281 (1.50")Passed (102%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2682 @ 10 3/4"4468 Passed (60%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)3635 @ 1' 8 15/16"5166 Passed (70%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.027 @ 2' 5 15/16"0.175 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.048 @ 2' 5 7/8"0.262 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.53"1470 1173 1339 3982 None 2 - Trimmer - HF 1.50"1.50"1.50"904 1173 387 2464 None Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 5' 3"N/A 8.2 ---- 1 - Uniform (PSF)0 to 5' 3"11' 2"15.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 1' 2 3/4"4'17.0 -30.0 Snow - Pierce County 3 - Uniform (PSF)0 to 5' 3"8' 1"10.0 -- 4 - Point (lb)1' 2 3/4"N/A 944 -1578 Linked from: RH1, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH1 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 7 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3890 @ 0 5156 (1.50")Passed (75%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2749 @ 11"6810 Passed (40%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)6078 @ 3' 1 1/2"6937 Passed (88%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.047 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.084 @ 3' 1 1/2"0.313 Passed (L/896)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1714 1167 1734 4615 None 2 - Trimmer - HF 1.50"1.50"1.50"1714 1167 1734 4615 None Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 13.2 ---- 1 - Uniform (PSF)0 to 6' 3"9' 4"15.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)0 to 6' 3"18' 6"17.0 -30.0 Snow - Pierce County 3 - Uniform (PSF)0 to 6' 3"8' 1"10.0 -- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH2 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 8 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)7046 @ 4 1/2"7290 (6.00")Passed (97%)--1.0 D + 1.0 S (All Spans) Shear (lbs)5054 @ 2'17595 Passed (29%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)14083 @ 3'25426 Passed (55%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.102 @ 5' 5 5/8"0.365 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.189 @ 5' 6 3/8"0.548 Passed (L/697)--1.0 D + 1.0 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 5' 6" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 8" o/c based on loads applied, unless detailed otherwise. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Total Accessories 1 - Stud wall - HF 6.00"6.00"5.80"3040 468 4006 7514 Blocking 2 - Stud wall - HF 5.50"5.50"4.14"2333 465 2694 5492 Blocking Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 11' 8"N/A 15.8 ---- 1 - Uniform (PSF)0 to 11' 8" (Top)8' 1"10.0 -- 2 - Uniform (PSF)0 to 3' (Top)18' 6"17.0 -30.0 Snow - Pierce County 3 - Uniform (PSF)8' 2" to 11' 8" (Top)4'17.0 -30.0 Snow - Pierce County 4 - Uniform (PSF)0 to 11' 8" (Front)2'15.0 40.0 -Residential - Living Areas 5 - Point (lb)3' (Top)N/A 1695 -2944 Linked from: RH3, Support 1 6 - Point (lb)8' 2" (Top)N/A 463 -768 Linked from: RH3, Support 2 7 - Point (lb)11' 7" (Back)N/A 556 -903 Linked from: 2FH10, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH3 2 piece(s) 1 1/2" x 18" 1.3E TimberStrand® LSL ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 9 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4335 @ 6'7656 (3.50")Passed (57%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1829 @ 5' 3"3806 Passed (48%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)-2407 @ 6'3737 Passed (64%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.044 @ 2' 8 13/16"0.200 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in)0.059 @ 2' 8 9/16"0.300 Passed (L/999+)--1.0 D + 1.0 Lr (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 10' 10" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 10" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"421 1131 1552 None 2 - Column - HF 3.50"3.50"1.98"1214 3121 4335 None 3 - Trimmer - HF 1.50"1.50"1.50"290 863 1153 None Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 10' 10"N/A 6.4 -- 1 - Uniform (PSF)0 to 10' 10" (Top)11' 5"15.0 40.0 Residential - Living Areas - floor trusses Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH4 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 10 / 22 Wood Column ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :)> UPPER FLOOR framing member = middle post for 2FH4 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:50AM Project Descr: .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Wood Section Name 4x4Analysis Method : 9.080Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir - Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.20 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.50 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 3.50 in Area 12.25 in^2 Ix 12.505 in^4 Iy 12.505 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.150 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.50 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for X-X Axis buckling = 9.080 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 9.080 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 24.10 lbs * Dead Load Factor AXIAL LOADS . . . 2FH4: Axial Load at 9.080 ft, D = 1.214, L = 3.121 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7832 Location of max.above base 0.0 ft Applied Axial 4.359 k Applied Mx 0.0 k-ft Load Combination +D+L Load Combination +0.60D Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 0.0 psi 288.0Allowable Shear psi 0.0 : 1 Bending Compression Tension Location of max.above base 9.080 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.0 in at 0.0 ft above base for load combination :n/a Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 454.335 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 9.080 ft 0.322 ft0.2249 +D+L 1.000 PASS PASS0.0 0.0 9.080 ft 0.293 ft0.7832 +D+0.750L 1.250 PASS PASS0.0 0.0 9.080 ft 0.239 ft0.6311 +0.60D 1.600 PASS PASS0.0 0.0 9.080 ft 0.189 ft0.1290 . Wood Column ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :)> UPPER FLOOR framing member = middle post for 2FH4 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:50AM Project Descr: Sketches 3.50 in3.50 in Y X 4x4 Load 1 Height = 9.080 ft4.335k Loads are total entered value. Arrows do not reflect absolute direction. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1991 @ 1 1/2"6563 (3.00")Passed (30%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)1364 @ 8 1/2"2888 Passed (47%)1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs)1998 @ 2' 3"2151 Passed (93%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.061 @ 2' 3"0.142 Passed (L/843)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.084 @ 2' 3"0.213 Passed (L/610)--1.0 D + 1.0 Lr (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 4' 6" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 6" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Total Accessories 1 - Trimmer - HF 3.00"3.00"1.50"551 1440 1991 None 2 - Trimmer - HF 3.00"3.00"1.50"551 1440 1991 None Dead Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 4' 6"N/A 4.9 -- 1 - Uniform (PSF)0 to 4' 6" (Top)16'15.0 40.0 Residential - Living Areas - floor trusses Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH5 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 11 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2070 @ 0 3281 (1.50")Passed (63%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1327 @ 7"2657 Passed (50%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1681 @ 1' 7 1/2"1979 Passed (85%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.041 @ 1' 7 1/2"0.162 Passed (L/947)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"965 531 1105 2601 None 2 - Trimmer - HF 1.50"1.50"1.50"965 531 1105 2601 None Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 3' 3"N/A 4.9 ---- 1 - Uniform (PSF)0 to 3' 3"8' 2"15.0 40.0 -Residential - Living Areas - floor trusses 2 - Uniform (PSF)0 to 3' 3"8' 1"10.0 -- 3 - Uniform (PSF)0 to 3' 3"4' 2"17.0 -30.0 4 - Uniform (PSF)0 to 3' 3"18' 6"17.0 -30.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH6 1 piece(s) 4 x 6 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 12 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2605 @ 0 3281 (1.50")Passed (79%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1858 @ 10 3/4"4468 Passed (42%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4071 @ 3' 1 1/2"5166 Passed (79%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.043 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.077 @ 3' 1 1/2"0.313 Passed (L/968)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"1176 906 1430 3512 None 2 - Trimmer - HF 1.50"1.50"1.50"1176 906 1430 3512 None Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 ---- 1 - Uniform (PSF)0 to 6' 3"7' 3"15.0 40.0 -Residential - Living Areas - floor trusses 2 - Uniform (PSF)0 to 6' 3"8' 1"17.0 -30.0 3 - Uniform (PSF)0 to 6' 3"3' 2"17.0 -30.0 4 - Uniform (PSF)0 to 6' 3"4'17.0 -30.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH7 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 13 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6504 @ 1 1/2"10725 (3.00")Passed (61%)--1.0 D + 1.0 Lr (All Spans) Shear (lbs)5436 @ 1' 4 1/2"16397 Passed (33%)1.25 1.0 D + 1.0 Lr (All Spans) Pos Moment (Ft-lbs)26428 @ 8' 4 1/2"41766 Passed (63%)1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in)0.348 @ 8' 4 1/2"0.550 Passed (L/569)--1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in)0.638 @ 8' 4 1/2"0.825 Passed (L/310)--1.0 D + 1.0 Lr (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 16' 9" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 9" o/c based on loads applied, unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Roof Live Snow Total Accessories 1 - Trimmer - HF 3.00"3.00"1.82"2959 3545 1413 7917 None 2 - Trimmer - HF 3.00"3.00"1.82"2959 3545 1413 7917 None Dead Roof Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(non-snow: 1.25)(1.15)Comments 0 - Self Weight (PLF)0 to 16' 9"N/A 18.0 ---- 1 - Uniform (PSF)0 to 16' 9"8' 1"10.0 -- 2 - Uniform (PSF)0 to 16' 9"5' 7 1/2"17.0 -30.0 Snow - Pierce County 3 - Uniform (PSF)0 to 16' 9"10' 7"15.0 40.0 -Residential - Living Areas - floor trusses Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH8 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 14 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2893 @ 5' 9"18906 (5.50")Passed (15%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1414 @ 6' 7 1/4"5376 Passed (26%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)-2595 @ 5' 9"3705 Passed (70%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.088 @ 11' 1 11/16"0.331 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in)0.140 @ 11' 1 7/8"0.496 Passed (L/852)--1.0 D + 1.0 S (Alt Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 16' o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Trimmer - HF 5.50"5.50"1.50"144 357/-11 501/-11 None 2 - Trimmer - HF 5.50"5.50"1.50"1115 1778 2893 None 3 - Trimmer - HF 5.50"5.50"1.50"472 763 1235 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 16'N/A 10.4 -- 1 - Uniform (PSF)0 to 16'5' 9"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH9 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 15 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1459 @ 4"12251 (5.50")Passed (12%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1087 @ 1' 1"5376 Passed (20%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)2634 @ 4' 3"3705 Passed (71%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.072 @ 4' 3"0.261 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.116 @ 4' 3"0.392 Passed (L/812)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Total Accessories 1 - Plate - HF 5.50"5.50"1.50"556 903 1459 None 2 - Trimmer - HF 5.50"5.50"1.50"556 903 1459 None Dead Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 8' 6"N/A 10.4 -- 1 - Uniform (PSF)0 to 8' 6"7' 1"17.0 30.0 Snow - Pierce County Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH10 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 16 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1959 @ 0 3281 (1.50")Passed (60%)--1.0 D + 1.0 L (All Spans) Shear (lbs)1398 @ 10 3/4"3885 Passed (36%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)3061 @ 3' 1 1/2"4492 Passed (68%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.042 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.058 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Trimmer - HF 1.50"1.50"1.50"553 1406 1959 None 2 - Trimmer - HF 1.50"1.50"1.50"553 1406 1959 None Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 3"11' 3"15.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 2, 2FH11 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 17 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3213 @ 7' 3 1/2"6563 (3.00")Passed (49%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)1280 @ 6' 6 3/4"3045 Passed (42%)1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs)-1709 @ 7' 3 1/2"2989 Passed (57%)1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in)0.033 @ 4' 4 11/16"0.185 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.027 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/0.2"). •Top Edge Bracing (Lu): Top compression edge must be braced at 36' 7" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 36' 7" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.00"3.00"1.50"507 1708 2215 Blocking 2 - Column - HF 3.00"3.00"1.50"693 2520 3213 None 3 - Column - HF 3.00"3.00"1.50"642 2435 3077 None 4 - Column - HF 3.00"3.00"1.50"649 2436 3085 None 5 - Column - HF 3.00"3.00"1.50"642 2435 3077 None 6 - Column - HF 3.00"3.00"1.50"693 2520 3213 None 7 - Column - HF 3.00"3.00"1.50"507 1708 2215 Blocking Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 36' 7"N/A 6.4 -- 1 - Uniform (PSF)0 to 36' 7" (Top)9' 4"12.0 40.0 Residential - Living Areas Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 1, 1FG1 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 18 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6069 @ 29' 3 1/2"6563 (3.00")Passed (92%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)2807 @ 22' 10 1/4"4856 Passed (58%)1.25 1.0 D + 0.75 L + 0.75 Lr (Adj Spans) Moment (Ft-lbs)3896 @ 21' 1"5615 Passed (69%)1.25 1.0 D + 1.0 Lr (Alt Spans) Live Load Defl. (in)0.029 @ 36' 7"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.034 @ 36' 7"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). •Top Edge Bracing (Lu): Top compression edge must be braced at 36' 7" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 36' 7" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Total Accessories 1 - Column - HF 3.00"3.00"1.50"344 1207 -99 1551/- 99 Blocking 2 - Column - HF 3.00"3.00"1.50"867 1784 1071 3722 None 3 - Column - HF 3.00"3.00"2.12"1376 1775 2587 5738 None 4 - Column - HF 3.00"3.00"2.11"1345 1822 2552 5719 None 5 - Column - HF 3.00"3.00"2.76"1853 3107 2464 7424 None 6 - Column - HF 3.00"3.00"2.77"1861 4207 1065 7133 None 7 - Column - HF 3.00"3.00"1.92"1417 2587 1122 5126 Blocking All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 1, 1FG2 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 19 / 22 Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 36' 7"N/A 8.2 ---- 1 - Uniform (PSF)0 to 21' 3" (Top)6' 7"12.0 40.0 -Residential - Living Areas 2 - Uniform (PSF)21' 3" to 25' 7" (Top)9' 10 1/2"12.0 40.0 -Residential - Living Areas 3 - Uniform (PSF)7' 5" to 15' 3 1/2" (Top)9' 5"15.0 -40.0 Residential - Living Areas - floor trusses 4 - Uniform (PSF)25' 7" to 36' 7" (Top)4' 6"12.0 40.0 -Residential - Living Areas 5 - Point (lb)15' 3 1/2" (Top)N/A 421 -1131 Linked from: 2FH4, Support 1 6 - Point (lb)21' 1" (Top)N/A 1214 -3121 Linked from: 2FH4, Support 2 7 - Point (lb)25' 9" (Top)N/A 290 -863 Linked from: 2FH4, Support 3 8 - Point (lb)30' 9" (Top)N/A 502 296 927 Linked from: 1FJ1, Support 2 9 - Point (lb)34' 11" (Top)N/A 502 296 927 Linked from: 1FJ1, Support 2 10 - Uniform (PLF)25' 7" to 30' 9" (Top)N/A 279.8 634.5 -Linked from: 1FJ2, Support 2 11 - Uniform (PLF)34' 11" to 36' 7" (Top)N/A 279.8 634.5 -Linked from: 1FJ2, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 20 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4869 @ 7' 8 1/2"6563 (3.00")Passed (74%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)2095 @ 6' 11 3/4"3045 Passed (69%)1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs)-2549 @ 7' 8 1/2"2989 Passed (85%)1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in)0.060 @ 4' 8"0.199 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.058 @ 15'0.200 Passed (2L/724)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/0.2"). •Top Edge Bracing (Lu): Top compression edge must be braced at 15' o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Column - HF 3.00"3.00"1.50"565 1780 2345 Blocking 2 - Column - HF 3.00"3.00"2.23"1226 3644 4870 None 3 - Column - HF 3.00"3.00"1.50"679 2123 2802 Blocking Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 15'N/A 6.4 -- 1 - Uniform (PSF)0 to 4' 1" (Top)2' 9"12.0 40.0 Residential - Living Areas 2 - Uniform (PSF)0 to 4' 1" (Top)5' 4 1/2"12.0 40.0 Residential - Living Areas 3 - Uniform (PSF)9' 1 1/2" to 13' 6 1/2" (Top)5' 4 1/2"12.0 40.0 Residential - Living Areas 4 - Uniform (PSF)4' 1" to 15' (Top)3' 9"12.0 40.0 Residential - Living Areas 5 - Uniform (PLF)4' 1" to 9' 1 1/2" (Top)N/A 184.5 449.3 Linked from: 1FJ2, Support 1 6 - Uniform (PLF)13' 6 1/2" to 15' (Top)N/A 184.5 449.3 Linked from: 1FJ2, Support 1 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 1, 1FG3 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 21 / 22 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5262 @ 3' 7 3/4"6563 (3.00")Passed (80%)--1.0 D + 0.75 L + 0.75 Lr (Adj Spans) Shear (lbs)2284 @ 4' 4 1/2"3806 Passed (60%)1.25 1.0 D + 0.75 L + 0.75 Lr (Adj Spans) Moment (Ft-lbs)-2142 @ 3' 7 3/4"3737 Passed (57%)1.25 1.0 D + 0.75 L + 0.75 Lr (Adj Spans) Live Load Defl. (in)0.035 @ 10' 11 1/4"0.200 Passed (2L/999+)--1.0 D + 0.75 L + 0.75 Lr (Alt Spans) Total Load Defl. (in)0.041 @ 10' 11 1/4"0.200 Passed (2L/999+)--1.0 D + 0.75 L + 0.75 Lr (Alt Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). •Top Edge Bracing (Lu): Top compression edge must be braced at 10' 11" o/c based on loads applied, unless detailed otherwise. •Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 11" o/c based on loads applied, unless detailed otherwise. •Applicable calculations are based on NDS. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roof Live Total Accessories 1 - Column - HF 3.00"3.00"1.50"407 397/-143 1033 1837/- 143 Blocking 2 - Column - HF 3.00"3.00"2.41"1652 1269 3545 6466 None 3 - Column - HF 3.00"3.00"2.04"1444 958 3027 5429 Blocking Dead Floor Live Roof Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(non-snow: 1.25)Comments 0 - Self Weight (PLF)0 to 10' 11 1/4"N/A 6.4 ---- 1 - Uniform (PSF)0 to 5' 2" (Top)16'15.0 -40.0 Residential - Living Areas - floor trusses 2 - Uniform (PSF)9' 4" to 10' 11 1/4" (Top)16'15.0 -40.0 Residential - Living Areas - floor trusses 3 - Uniform (PSF)0 to 10' 11 1/4" (Top)5' 4 1/2"12.0 40.0 -Residential - Living Areas 4 - Point (lb)5' 2" (Top)N/A 551 -1440 Linked from: 2FH5, Support 1 5 - Point (lb)9' 4" (Top)N/A 551 -1440 Linked from: 2FH5, Support 2 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR 1, 1FG4 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2 ForteWEB Software Operator Job Notes 2/14/2020 3:16:55 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 2540-AB_Imported Plan 2540-A 15403 Coles Yelm Mountain Terrace Builders, Inc.Page 22 / 22 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Lateral Calculations ASCE Seismic Base Shear ELR EngineeringLic. # : KW-06010691 DESCRIPTION:> Seismic load design values - 15403 Yelm ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . File = C:\Dropbox\1_ELRE~1\1_ELRE~1\2020\1-RHD\MOUNTA~1\2116-A~1\2540-A\Enercalc\2540-A_MTB_Yelm.ec6 . Project Title: Engineer:ELR Project ID: Printed: 14 FEB 2020, 7:01AM Project Descr: Risk Category ASCE 7-10, Page 2, Table 1.5-1 Calculations per ASCE 7-10 "II" : All Buildings and other structures except those listed as Category I, III, and IVRisk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-10, Page 5, Table 1.5-2 > Seismic load design values - 15403 Yelm Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1 Longitude =122.613 deg West Latitude =46.951 deg NorthMax. Ground Motions, 5% Damping : S =1.250S g, 0.2 sec response S 0.49751 g, 1.0 sec response= Site Class, Site Coeff. and Design Category Site Classification ASCE 7-10 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.00 Fv =1.50 Maximum Considered Earthquake Acceleration ASCE 7-10 Eq. 11.4-1S = Fa * Ss 1.250=MS S = Fv * S1 =0.747M1 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 = 0.833DS MS = 0.498 ASCE 7-10 Eq. 11.4-4S = S * 2/3D1 M1 Seismic Design Category ASCE 7-10 Table 11.6-1 & -2=D Resisting System ASCE 7-10 Table 12.2-1 Basic Seismic Force Resisting System . . .Bearing Wall Systems 13.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. NOTE! See ASCE 7-10 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R " =6.50 Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo " =3.00 Category "C" Limit:No LimitDeflection Amplification Factor " Cd " =4.00 Category "D" Limit:Limit = 65 Category "E" Limit:Limit = 65 Category "F" Limit:Limit = 65 Lateral Force Procedure ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8 Use ASCE 12.8-7Determine Building Period Structure Type for Building Period Calculation :All Other Structural Systems " Ct " value 0.020= " x " value " hn " : Height from base to highest level =22.920 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 6.000"TL" : Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 sec Ta = Ct * (hn ^ x) =0.210 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected =0.210 sec " Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1 S : Short Period Design Spectral Response 0.833 " R " : Response Modification Factor 6.50 " I " : Seismic Importance Factor =1 0.128From Eq. 12.8-2, Preliminary Cs = 0.366From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.037 DS =Cs : Seismic Response Coefficient =0.1282 = = Seismic Base Shear ASCE 7-10 Section 12.8.1 W ( see Sum Wi below ) =84.01 kCs = 0.1282 from 12.8.1.1 Seismic Base Shear V = Cs * W =10.77 k ASCE Seismic Base Shear ELR EngineeringLic. # : KW-06010691 DESCRIPTION:> Seismic load design values - 15403 Yelm ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.1.31 . File = C:\Dropbox\1_ELRE~1\1_ELRE~1\2020\1-RHD\MOUNTA~1\2116-A~1\2540-A\Enercalc\2540-A_MTB_Yelm.ec6 . Project Title: Engineer:ELR Project ID: Printed: 14 FEB 2020, 7:01AM Project Descr: Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3 " k " : hx exponent based on Ta =1.00 Table of building Weights by Floor Level... Wi : Weight Hi : Height (Wi * Hi^k) Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel # 2 39.82 19.42 773.30 0.6422 6.92 6.92 0.00 1 44.19 9.75 430.85 0.3578 3.85 10.77 66.89 Sum Wi =84.01 k Total Base Shear =10.77 k Base Moment = 1,204.16 k-ftSum Wi * Hi = 171.9 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-10 12.10.1.1 Level # Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 2 39.82 6.92 6.92 39.82 6.92 6.64 13.27 6.92 6.92 1 44.19 3.85 10.77 84.01 5.67 7.37 14.73 7.37 7.37 Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above 0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level ASCE 7-10 Wind Forces, Chapter 27, Part I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :> ASCE 7-10 Wind Load Determination ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:49AM Project Descr: > ASCE 7-10 wind forces Basic Values 2 110.0 0.850 Exposure B Exposure B Exposure B Exposure B 43.0 38.0 22.920 Risk Category V : Basic Wind Speed per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) = Exposure Category per ASCE 7-10 Section 26.7 h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-10 Table 26.6-1 Horizontal Dim. in East-West Direction (B or L) =ft North :East : South :West : Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 North :K1 =K2 =K3 =Kzt = East :K1 =K2 =K3 = West :K1 =K2 =K3 = Kzt = 1.000 Kzt = 1.000 User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions. Building Period & Flexibility Category 1.000 ft South :K1 =K2 =K3 =Kzt = 1.000 Building Story Data Level Description hi E : XStory Ht E : XR ft ft R ftft Upper 9.67 19.42 0.000 0.000 Main 9.75 9.75 0.000 0.000 Gust Factor For wind coming from direction indicated North = East =0.850 West =0.850 0.850 South =0.850 Enclosure Check if Building Qualifies as "Open" 738.0 738.0 835.0 835.0 ft^2 Roof Total 1,702.0 ft^2 4,848.0 ft^2 ft^2 0.0 ft^2 North Wall South Wall East Wall West Wall ft^2Agrossft^2 ft^2 ft^2 Aopenings ft^2 ft^2 ft^2 Aopenings >= 0.8 * Agross ?No No No No Building does NOT qualify as "Open"All four Agross values must be non-zero User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure Velocity Pressures psf When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) : North Wall =0.6487 South Wall =0.6487 psf East Wall =0.6487 psf West Wall =0.6487 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) : North Wall =17.081 psf South Wall =17.081 psf East Wall =17.081 psf West Wall =17.081 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 Height Above Base (ft) North Elevation East Elevation West Elevation Kz qz Kz qzKzqzKzqz South Elevation 0.575 15.13 0.00 0.575 15.13 15.13 15.13 0.575 0.575 0.575 15.13 5.00 0.575 15.13 15.13 15.13 0.575 0.575 0.575 15.13 10.00 0.575 15.13 15.13 15.13 0.575 0.575 0.575 15.13 15.00 0.575 15.13 15.13 15.13 0.575 0.575 ASCE 7-10 Wind Forces, Chapter 27, Part I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :> ASCE 7-10 Wind Load Determination ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:49AM Project Descr: 0.624 16.43 20.00 0.624 16.43 16.43 16.43 0.624 0.624 Pressure Coefficients GCpi Values when elevation receives positive external pressure 0.80 0.80 0.80 0.80 -0.40 -0.40 -0.50 -0.50 -0.70 -0.70 -0.70 -0.70 GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1 North South East West 0.180+/-0.180 0.180 0.180+/- Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure Windward Wall East WestSouth Leeward Wall Side Walls North +/-+/- User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn Cp or Cn Values when the indicated building elevation receives positive external pressure Description North South East West -0.30Perp: windward -0.30 -0.60Perp: leeward -0.60 Parallel: 0 to h/2 -0.90 -0.90 Parallel: h/2 to h -0.90 -0.90 Parallel: h to 2h -0.50 -0.50 Parallel: > 2h -0.30 -0.30 0.20Perp: windward 0.20 Parallel: 0 to > 2h -0.180 -0.180 Story Forces for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab. Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k) In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height CASE 1 ---Level 2 -3.03 ------ 4.84 14.59' -> 19.42'---North CASE 1 ---Level 1 -5.94 ------ 9.71 4.88' -> 14.59'---North CASE 1 ---Level 2 3.03 ------ 4.84 14.59' -> 19.42'---South CASE 1 ---Level 1 5.94 ------ 9.71 4.88' -> 14.59'---South CASE 1 ---Level 2 --- -3.73 --- 4.84 14.59' -> 19.42'---East CASE 1 ---Level 1 --- -7.33 --- 9.71 4.88' -> 14.59'---East CASE 1 ---Level 2 --- 3.73 --- 4.84 14.59' -> 19.42'---West CASE 1 ---Level 1 --- 7.33 --- 9.71 4.88' -> 14.59'---West CASE 2 +/- 12.9Level 2 -2.27 --- 5.70 4.84 14.59' -> 19.42'---North CASE 2 +/- 25.4Level 1 -4.45 --- 5.70 9.71 4.88' -> 14.59'---North CASE 2 +/- 12.9Level 2 2.27 --- 5.70 4.84 14.59' -> 19.42'---South CASE 2 +/- 25.4Level 1 4.45 --- 5.70 9.71 4.88' -> 14.59'---South CASE 2 +/- 18.0Level 2 --- -2.79 --- 4.84 14.59' -> 19.42' 6.45East CASE 2 +/- 35.4Level 1 --- -5.50 --- 9.71 4.88' -> 14.59' 6.45East CASE 2 +/- 18.0Level 2 --- 2.79 --- 4.84 14.59' -> 19.42' 6.45West CASE 2 +/- 35.4Level 1 --- 5.50 --- 9.71 4.88' -> 14.59' 6.45West CASE 3 ---Level 2 -2.27 -2.79 --- 4.84 14.59' -> 19.42'---North & East ASCE 7-10 Wind Forces, Chapter 27, Part I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :> ASCE 7-10 Wind Load Determination ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:49AM Project Descr: CASE 3 ---Level 1 -4.45 -5.50 --- 9.71 4.88' -> 14.59'---North & East CASE 3 ---Level 2 -2.27 2.79 --- 4.84 14.59' -> 19.42'---North & West CASE 3 ---Level 1 -4.45 5.50 --- 9.71 4.88' -> 14.59'---North & West CASE 3 ---Level 2 2.27 2.79 --- 4.84 14.59' -> 19.42'---South & West CASE 3 ---Level 1 4.45 5.50 --- 9.71 4.88' -> 14.59'---South & West CASE 3 ---Level 2 2.27 -2.79 --- 4.84 14.59' -> 19.42'---South & East CASE 3 ---Level 1 4.45 -5.50 --- 9.71 4.88' -> 14.59'---South & East CASE 4 +/- 23.2Level 2 -1.70 -2.10 5.70 4.84 14.59' -> 19.42' 6.45North & East CASE 4 +/- 45.7Level 1 -3.34 -4.13 5.70 9.71 4.88' -> 14.59' 6.45North & East CASE 4 +/- 23.2Level 2 -1.70 2.10 5.70 4.84 14.59' -> 19.42' 6.45North & West CASE 4 +/- 45.7Level 1 -3.34 4.13 5.70 9.71 4.88' -> 14.59' 6.45North & West CASE 4 +/- 23.2Level 2 1.70 2.10 5.70 4.84 14.59' -> 19.42' 6.45South & West CASE 4 +/- 45.7Level 1 3.34 4.13 5.70 9.71 4.88' -> 14.59' 6.45South & West CASE 4 +/- 23.2Level 2 1.70 -2.10 5.70 4.84 14.59' -> 19.42' 6.45South & East CASE 4 +/- 45.7Level 1 3.34 -4.13 5.70 9.71 4.88' -> 14.59' 6.45South & East Min per ASCE 27.4.7 ---Level 2 -2.94 ------ 4.84 14.59' -> 19.42'---North Min per ASCE 27.4.7 ---Level 1 -5.90 ------ 9.71 4.88' -> 14.59'---North Min per ASCE 27.4.7 ---Level 2 2.94 ------ 4.84 14.59' -> 19.42'---South Min per ASCE 27.4.7 ---Level 1 5.90 ------ 9.71 4.88' -> 14.59'---South Min per ASCE 27.4.7 ---Level 2 --- -3.33 --- 4.84 14.59' -> 19.42'---East Min per ASCE 27.4.7 ---Level 1 --- -6.68 --- 9.71 4.88' -> 14.59'---East Min per ASCE 27.4.7 ---Level 2 --- 3.33 --- 4.84 14.59' -> 19.42'---West Min per ASCE 27.4.7 ---Level 1 --- 6.68 --- 9.71 4.88' -> 14.59'---West Base Shear for Design Wind Load Cases North +Y Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab. Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k) Case 1 ---South -8.97 ---North Case 1 ---North 8.97 ---South Case 1 ---West --- -11.05East Case 1 ---East --- 11.05West Case 2 +/- 38.3South -6.72 ---North Case 2 +/- 38.3North 6.72 ---South Case 2 +/- 53.5West--- -8.29East Case 2 +/- 53.5East--- 8.29West Case 3 ---South & West -6.72 -8.29North & East Case 3 ---South & East -6.72 8.29North & West Case 3 ---North & East 6.72 8.29South & West Case 3 ---North & West 6.72 -8.29South & East Case 4 +/- 68.9South & West -5.05 -6.22North & East Case 4 +/- 68.9South & East -5.05 6.22North & West Case 4 +/- 68.9North & East 5.05 6.22South & West Case 4 +/- 68.9North & West 5.05 -6.22South & East ASCE 7-10 Wind Forces, Chapter 27, Part I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Licensee : ELR EngineeringLic. # : KW-06010691 File = c:\Dropbox\ELRENG~1\ELR_PR~1\2017\RUEPPE~1\SAGERF~1\TALLEN~1\2540\Enercalc\2540-ab.ec6 Description :> ASCE 7-10 Wind Load Determination ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title: Engineer:ELR Project ID: Printed: 6 APR 2017, 11:49AM Project Descr: Min per ASCE 27.4.7 ---South -8.84 ---North Min per ASCE 27.4.7 ---North 8.84 ---South Min per ASCE 27.4.7 ---West --- -10.01East Min per ASCE 27.4.7 ---East --- 10.01West ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comLATERAL LOADINGStory/base shear and diaphragm forces rho (ρ)Client:SagerWind (E-W loads) Wind (N-S loads) SeismicWIND 0.6SEISMIC 0.7 1.3Project:Plan 2540-ABHstory B (< N-S >) L (< E-W >) Alevel N-S loads E-W loads Fpy (N-S) Fpx (E-W) N-S loads E-W loads Fpxy (both) Date: 4/6/2017Roof 43 38 1702Pw x B x L =3.03 3.33 3.03 3.33Cs x W = 7.06 7.06 7.06Revised: n.a.8.08Description:Wind/EQ DesignRoof-1 43 38 1838Pw x B x L =5.94 7.33 5.94 7.33Cs x W = 3.93 3.93 7.52Code: AWC-SDPWS-20159.08Roof-2 0 0 0Pw x B x L =0.00 0.00 0.00 0.00Cs x W = 0.00 0.00 0.000.00Base shear > Pw x B x L =8.97 10.66Cs x W = 10.99 10.99SummaryDesign base shear >x 0.65.386.40kipsx ρ x 0.710.0010.00kipscheck:OKSHEARWALLSASD ASDDemandWIND SEISMIC Flexible Flexible Full height wall segments with A.R. <= 3.5:1Flexible Rigid Flexible RigidRoof N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 82.31ft (min.) 76543219.00 851 0.91 3.21 37.0025 27 87 68119.00 851 0.91 3.21 19.33 20.6723 26 80 67OK38 1702OK1.826.42E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.31ft (min.) GFED17.50 780 0.81 2.94 9.00 6.2553 54 193 126CB22.00 835 1.02 3.15 11.5089 72 274 174A3.50 87 0.16 0.33 11.3314 52 29 124OK431702OK 2.00 6.42Roof-1 N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 82.59ft (min.) 76543219.00 919 2.69 5.00 37.0073 52 135 72119.00 919 2.69 5.00 25.17 16.8364 51 119 71OK38 1838OK5.3810.00E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.59ft (min.) GFED10.42 562 1.88 4.04 9.83191 145 411 164C18.50 704 1.89 1.37 21.0090 74 65 89B10.58 407 2.10 3.94 11.50183 113 343 130A3.50 165 0.52 0.65 2.88 2.8891 73 113 82OK431838OK 6.40 10.00 ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comED Assumed orientationSW schedule (klf, allowable)E-W grids CWIND SEISMIC>BW60.339 0.242Y +AW40.4950.3530,0 1 2 3 4W30.638 0.456X + > N-S gridsW20.833 0.5952W31.276 0.9112W22.2651.6180.0100Input rigid diaph. force<<<<<<>>>>>>Rigid diaphragmCapacity (EQ) with noted SW (individual segment capacities within the shearlineASD ASD SHEARWALLSshearline forcewith A.R.i > 2:1 are reduced by 2 Li/H story - 2015 SDPWS 4.3.3.4.1 )GovernsRigid RigidASD ASDW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQVwind VseismicN-S loadsVwind Vseismic8765438.947 13.076 16.861 22.022 33.722 59.873 W6 W6 < EQ 0.99 2.522 0.99 2.529.672 14.136 18.228 23.808 36.456 64.728 W6 W6 < EQ 1.05 2.691 1.05 2.692.04 5.212.0355 5.2126OKOKRoofOKOKW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ E-W loadsHGFE3.687 5.389 6.949 9.077 13.899 24.678 W6 W6 < EQ 0.82 1.92D 0.82 1.92C2.781 4.064 5.241 6.845 10.481 18.609 W4 W6 < EQ 0.83 2.00B 0.83 2.002.740 4.004 5.163 6.744 10.326 18.334 W6 W6 < EQ 0.59 1.41A 0.59 1.412.245.332.23275.3323OK OK OK OKW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ N-S loads8765438.947 13.076 16.861 22.022 33.722 59.873 W6 W6 < EQ 1.93 2.672 1.93 2.6710.156 14.843 19.139 24.998 38.279 67.964 W6 W6 < EQ 2.14 2.981 2.14 2.984.07 5.654.0621 5.6458OKOKRoof-1OKOKW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ E-W loadsHGFE2.377 3.474 4.480 5.851 8.959 15.907 W3 W6 < EQ 1.43 1.61D 1.43 1.615.078 7.421 9.570 12.499 19.139 33.982 W6 W6 < EQ 1.56 1.86C 1.56 1.862.781 4.064 5.241 6.845 10.481 18.609 W4 W6 < EQ 1.30 1.49B 1.30 1.490.880 1.287 1.659 2.167 3.319 5.892 W6 W6 < EQ 0.42 0.47A 0.42 0.474.715.434.70495.4307OK OK OK OK ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comControlling 0.6D + 0.6W 0.6D + 0.7ρEHOLDOWNSFlexible Rigid Flexible Rigid MAX v hd shear Available resisting D WIND SEISMIC0.6WIND SEISMICRoofN-S loads Grid L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) (plf) W/E? uni. (plf) conc. (lbs) o/t T (lbs) o/t T (lbs)resist C (lbs) net o/t (lbs) net o/t (lbs)8.088NONE7NONE6NONE5NONE4NONE3NONE237.0025 27 87 68 87 E 166 216 701 1840 -1624 -1139NONE119.3320.672326806780E166212649963-751-314NONEGrid L1 L2 L3 L4 L5 L6E-W loads HNONEGNONEFNONEENONED9.00 6.2553 54 193 126 193 E 395 434 1560 741 -307 819 holdownNONECNONEB11.5089 72 274 174 274 E 68 2715 718 2215 1864 -1145 351 holdownNONEA11.33145229124124E68271542110061860-1439-855NONERoof-1N-S loads Grid L1 L2 L3 L4 L5 L69.088NONE7NONE6NONE5NONE4NONE3NONE237.0073 52 135 72 135 E 317 660 1227 3514 -2854 -2287NONE125.1716.83645111971119E31758210811600-1018-518NONEGrid L1 L2 L3 L4 L5 L6E-W loads HNONEGNONEFNONEENONED9.83191 145 411 164 411 E 626 1736 3730 1846 -111 1884 holdownNONEC21.0090 74 65 89 90 W 278 818 804 1753 -935 -949NONEB11.50183 113 343 130 343 E 321 3051 1662 3114 2939 -1278 174 holdownNONEA2.882.88917311382113E3188221026274548752holdownNONE ELR Engineering 1915 Dayton Ave NE Project : PAGE : Renton, WA 98056 Shearwall ID : DESIGN BY : 206.200.8764 (ph)Date : REVIEW BY : Wood shearwall (FORCE TRANSFER AROUND OPENING) as per ANSI/AF&PA SDPWS-2015 - 4.3 INPUT DATA V/(L1+L3) LATERAL FORCE (FACTORED): 0.6W = 590 pounds 93 plf DIMENSIONS: 0.7ρE = 328 pounds 52 plf L1 & L3 = 2 ft min L1 = 3.17 ft , L2 = 5 ft , L3 = 3.17 ft H1 = 2.17 ft , H2 = 4.5 ft , H3 = 1.41 ft KING STUD SECTION 2 pcs, b = 1.5 in , h = 5.5 in PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 7/16 in OSB/PLY?OSB COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 OVERSTRENGTH FACTOR (Ωo) = 2.5 SDS = 0.86 CD = 4 DESIGN SUMMARY I = 1 BLOCKED 7/16 SHEATHING WITH 8d COMMON NAILS W6 >@ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD,WIND CONTROLS SHEAR NAILING 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 72 in O.C. Apply Ωo per 12.3.3.3? Y THE HOLD-DOWN FORCES:TL =-0.40 k TR =-0.40 k HOLD-DOWN NOT REQUIRED THE MAX STRAP FORCE: F = 0.29 k USE SIMPSON CS22 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION:δSW =0.029 in < Deflection - wind 2 x hsx / 3735 ANALYSIS ^ OK ^ CHECK OVERALL ASPECT RATIO h / l = 0.71 <3.5 and <2 A.R.F. = 1.00 CHECK SHEAR PIER ASPECT RATIO h / l = 1.42 <3.5 and <2 A.R.F. = 1.00 THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS Plan # 2540-AB Upper level - Grid A left ELR 04/06/17 cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR FORCE (plf) NO. FORCE (lbf) NO. FORCE (lbf) 1 3.17 1.41 24 F1 77 F13 419 2 2.50 1.41 117 F2 587 F14 419 3 2.50 1.41 117 F3 77 F15 53 4 3.17 1.41 24 F4 166 F16 -366 5 3.17 2.25 93 F5 295 F17 -366 6 3.17 2.25 93 F6 294 F18 53 7 3.17 2.25 93 F7 294 F19 294 8 3.17 2.25 93 F8 295 F20 294 9 3.17 2.17 24 F9 34 F21 255 10 2.50 2.17 117 F10 384 F22 77 11 2.50 2.17 117 F11 384 F23 294 12 3.17 2.17 24 F12 34 F24 77 THE UNIT SHEAR FORCE W6 >vb =117 plf, ( 1 side sheathed with max. nail spacing = 6 in oc) SHEAR CAPACITIES: Min. Min. Common Penetration Thickness Nail (in) (in) 6 4 3 2 8d 1 3/8 7/16 242 353 456 595 Note: The indicated shear numbers have been reduced by the specific gravity factor. THE MAX SPACING OF 5/8" DIA ANCHOR BOLT S = 72 in oc in a 3x mudsill S = 72 in oc in a 2x mudsill THE HOLD-DOWN FORCES: V Safety Holdown (lbs)Factors SIMPSON SEISMIC 328 2653 35159 Net Uplift at mid-story (lbs) Moments (ft-lbs) Moments (ft-lbs) (lbs) Panel Grade Blocked Nail Spacing Boundary & All Edges Sheathing and Single-Floor Wall Seismic Overturning Resisting Left 0.48 TL = -402 Right 0.48 TR = -402 Left 0.60 TL = -1440 Right 0.60 TR = -1440 Overstrength factor applied THE MAXIMUM ELASTIC SHEAR PIER DEFLECTION: δe,sw = 8vh3/EAb + vh/1000Ga + h∆a/b =0.029 in Where: vb = 93 plf Lw = 3.17 ft E = 1300 ksi A = 16.50 in2 h = 4.50 ft Ga = 15 kips/in ∆a = in CHECK KING STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHEET) E = 1300 psi CD =1.60 Fc =1300 psi A = 16.50 in2 CF =1.10 Fc ' =1060 psi >fc =-1 psi CP =0.46 Satisfactory Techincal References: 1. "National Design Specification, NDS", 2015 Edition, AF&AP. 35159 WIND 590 4767 35159 35159 SEISMIC 328 2653 35159 ELR Engineering 1915 Dayton Ave NE Project : PAGE : Renton, WA 98056 Shearwall ID : DESIGN BY : 206.200.8764 (ph)Date : REVIEW BY : Wood shearwall (FORCE TRANSFER AROUND OPENING) as per ANSI/AF&PA SDPWS-2015 - 4.3 INPUT DATA V/(L1+L3) LATERAL FORCE (FACTORED): 0.6W = 1022 pounds 186 plf DIMENSIONS: 0.7ρE = 3152 pounds 573 plf L1 & L3 = 2 ft min L1 = 2.75 ft , L2 = 6 ft , L3 = 2.75 ft H1 = 2.67 ft , H2 = 4 ft , H3 = 1.41 ft KING STUD SECTION 2 pcs, b = 1.5 in , h = 5.5 in PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 7/16 in OSB/PLY?OSB COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 OVERSTRENGTH FACTOR (Ωo) = 2.5 SDS = 0.86 CD = 4 DESIGN SUMMARY I = 1 BLOCKED 7/16 SHEATHING WITH 8d COMMON NAILS W2 >@ 2 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD,SEISMIC CONTROLS SHEAR NAILING 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 28 in O.C. Apply Ωo per 12.3.3.3? N THE HOLD-DOWN FORCES:TL =1.22 k TR =1.22 k USE CS18 SIMPSON HOLD-DOWN THE MAX STRAP FORCE: F = 1.63 k USE SIMPSON CS16 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION:δSW =0.238 in < Deflection - seismic 0.005 x hsx ANALYSIS ^ OK ^ CHECK OVERALL ASPECT RATIO h / l = 0.70 <3.5 and <2 A.R.F. = 1.00 CHECK SHEAR PIER ASPECT RATIO h / l = 1.45 <3.5 and <2 A.R.F. = 1.00 THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS Plan # 2540-AB Upper level - Grid B right ELR 04/06/17 cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR FORCE (plf) NO. FORCE (lbf) NO. FORCE (lbf) 1 2.75 1.41 -30 F1 -83 F13 2292 2 3.00 1.41 543 F2 3257 F14 2292 3 3.00 1.41 543 F3 -83 F15 -81 4 2.75 1.41 -30 F4 765 F16 -2373 5 2.75 2.00 573 F5 1576 F17 -2373 6 2.75 2.00 573 F6 1628 F18 -81 7 2.75 2.00 573 F7 1628 F19 1628 8 2.75 2.00 573 F8 1576 F20 1628 9 2.75 2.67 -30 F9 -43 F21 1449 10 3.00 2.67 543 F10 2335 F22 -83 11 3.00 2.67 543 F11 2335 F23 1628 12 2.75 2.67 -30 F12 -43 F24 -83 THE UNIT SHEAR FORCE W2 >vb =573 plf, ( 1 side sheathed with max. nail spacing = 2 in oc) SHEAR CAPACITIES: Min. Min. Common Penetration Thickness Nail (in) (in) 6 4 3 2 8d 1 3/8 7/16 242 353 456 595 Note: The indicated shear numbers have been reduced by the specific gravity factor. THE MAX SPACING OF 5/8" DIA ANCHOR BOLT S = 37 in oc in a 3x mudsill S = 29 in oc in a 2x mudsill THE HOLD-DOWN FORCES: V Safety Holdown (lbs)Factors SIMPSON CS18SEISMIC 3152 25467 35719 Net Uplift at mid-story (lbs) Moments (ft-lbs) Moments (ft-lbs) (lbs) Panel Grade Blocked Nail Spacing Boundary & All Edges Sheathing and Single-Floor Wall Seismic Overturning Resisting Left 0.48 TL = 1225 Right 0.48 TR = 1225 Left 0.60 TL = -1145 Right 0.60 TR = -1145 THE MAXIMUM ELASTIC SHEAR PIER DEFLECTION: δe,sw = 8vh3/EAb + vh/1000Ga + h∆a/b =0.060 in Where: vb = 573 plf Lw = 2.75 ft E = 1300 ksi A = 16.50 in2 h = 4.00 ft Ga = 42 kips/in ∆a = in CHECK KING STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHEET) E = 1300 psi CD =1.60 Fc =1300 psi A = 16.50 in2 CF =1.10 Fc ' =1060 psi >fc =98 psi CP =0.46 Satisfactory Techincal References: 1. "National Design Specification, NDS", 2015 Edition, AF&AP.CS1835719 WIND 1022 8260 35719 35719 SEISMIC 3152 25467 35719 ELR Engineering 1915 Dayton Ave NE Project : PAGE : Renton, WA 98056 Shearwall ID : DESIGN BY : 206.200.8764 (ph)Date : REVIEW BY : Wood shearwall (FORCE TRANSFER AROUND OPENING) as per ANSI/AF&PA SDPWS-2015 - 4.3 INPUT DATA V/(L1+L3) LATERAL FORCE (FACTORED): 0.6W = 2104 pounds 383 plf DIMENSIONS: 0.7ρE = 3944 pounds 717 plf L1 & L3 = 2 ft min L1 = 2.75 ft , L2 = 6 ft , L3 = 2.75 ft H1 = 2.83 ft , H2 = 5 ft , H3 = 1.25 ft KING STUD SECTION 2 pcs, b = 1.5 in , h = 5.5 in PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 7/16 in OSB/PLY?OSB COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 1 8d SPECIFIC GRAVITY OF FRAMING MEMBERS 0.43 OVERSTRENGTH FACTOR (Ωo) = 2.5 SDS = 0.86 CD = 4 DESIGN SUMMARY I = 1 BLOCKED 7/16 SHEATHING, EACH SIDE, WITH 8d COMMON NAILS 2W3 >@ 3 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD,SEISMIC CONTROLS SHEAR NAILING 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 21 in O.C. Apply Ωo per 12.3.3.3? N THE HOLD-DOWN FORCES:TL =1.26 k TR =1.26 k USE CS18 SIMPSON HOLD-DOWN THE MAX STRAP FORCE: F = 2.29 k USE SIMPSON CS14 OVER WALL SHEATHING WITH FLAT BLOCKING THE SHEAR WALL DEFLECTION:δSW =0.305 in < Deflection - seismic 0.005 x hsx ANALYSIS ^ OK ^ CHECK OVERALL ASPECT RATIO h / l = 0.79 <3.5 and <2 A.R.F. = 1.00 CHECK SHEAR PIER ASPECT RATIO h / l = 1.82 <3.5 and <2 A.R.F. = 1.00 THE FORCES OF FREE-BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS Plan # 2540-AB Lower level - Grid B right ELR 04/06/17 cont'd INDIVIDUAL PANEL W (ft) H (ft) MAX SHEAR FORCE (plf) NO. FORCE (lbf) NO. FORCE (lbf) 1 2.75 1.25 46 F1 127 F13 3585 2 3.00 1.25 763 F2 4579 F14 3585 3 3.00 1.25 763 F3 127 F15 131 4 2.75 1.25 46 F4 954 F16 -3455 5 2.75 2.50 717 F5 1972 F17 -3455 6 2.75 2.50 717 F6 2290 F18 131 7 2.75 2.50 717 F7 2290 F19 2290 8 2.75 2.50 717 F8 1972 F20 2290 9 2.75 2.83 46 F9 58 F21 2160 10 3.00 2.83 763 F10 3528 F22 127 11 3.00 2.83 763 F11 3528 F23 2290 12 2.75 2.83 46 F12 58 F24 127 THE UNIT SHEAR FORCE 2W3 >vb =763 plf, ( 2 sides sheathed with max. nail spacing = 3 in oc) SHEAR CAPACITIES: Min. Min. Common Penetration Thickness Nail (in) (in) 6 4 3 2 8d 1 3/8 7/16 242 353 456 595 Note: The indicated shear numbers have been reduced by the specific gravity factor. THE MAX SPACING OF 5/8" DIA ANCHOR BOLT S = 28 in oc in a 3x mudsill S = 22 in oc in a 2x mudsill THE HOLD-DOWN FORCES: V Safety Holdown (lbs)Factors SIMPSON CS18SEISMIC 3944 35810 56340 Net Uplift at mid-story (lbs) Moments (ft-lbs) Moments (ft-lbs) (lbs) Panel Grade Blocked Nail Spacing Boundary & All Edges Sheathing and Single-Floor Wall Seismic Overturning Resisting Left 0.48 TL = 1264 Right 0.48 TR = 1264 Left 0.60 TL = -1278 Right 0.60 TR = -1278 THE MAXIMUM ELASTIC SHEAR PIER DEFLECTION: δe,sw = 8vh3/EAb + vh/1000Ga + h∆a/b =0.076 in Where: vb = 717 plf Lw = 2.75 ft E = 1300 ksi A = 16.50 in2 h = 5.00 ft Ga = 56 kips/in ∆a = in CHECK KING STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHEET) E = 1300 psi CD =1.60 Fc =1300 psi A = 16.50 in2 CF =1.10 Fc ' =876 psi >fc =189 psi CP =0.38 Satisfactory Techincal References: 1. "National Design Specification, NDS", 2015 Edition, AF&AP.CS1856340 WIND 2104 19107 56340 56340 SEISMIC 3944 35810 56340