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sf_ELREngCalcs_MTB_RHD 1498 duplex_Leahs Landing_Lot 6_011122 STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL HOME DESIGN 1498 DUPLEX January 11, 2022 Client: Mountain Terrace Builders, Inc. Site: Leah’s Landing – Lot 6 10548 Mill Road SE Yelm, WA 98597 Calculated by: Eric L. Rice, PE ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: (206) 200-8764 Email: elreng33@gmail.com ERIC L. RICE01/12/22 ELR Engineering Project: Mountain Terrace Builders, Inc./1498 duplex 10508 32nd Ave SW Unit B Job No. Figured by: ELR Seattle, WA 98146 Checked by: Date: 1/11/2022 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 1498 duplex for Mountain Terrace Builders, Inc. Our structural engineering information is shown in these calculations and on the submitted structural sheets. The information in these calculations conforms to the 2018 International Building & Residential Codes 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 WE] C x w J n D GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code(IBC)/International Residential Code(IRC) - 2018 edition with local jurisdiction amendments as applicable 2. ASCE/SEI 7-16 - Minimum Design Loads for Buildings and Other Structures 3. ANSI AWC NDS-2018/AWC SPDWS 2015/AWC WFCM 2018 - National Design Specification for Wood Construction with 2018 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 360-16/341-16 - Specification for Structural Steel Buildings/Seismic Provisions for Structural Steel Buildings 6. AWS D1.4/D1.4M-2017 - Structural Welding Code 7. TMS 402-2016 - Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 100 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 (default per 11.4.3), Ss = 1.285, S1 = 0.465, SDS = 1.028, SD1 = 0.569, Seismic Design Category = D, Basic seismic-force-resisting system = A.15 per ASCE 7- 16 Table 12.2-1, Seismic response coefficient (CS) = 0.158(orthogonal 1) & 0.158(orthogonal 2), Response modification factor (R) = 6.5(orthogonal 1) & 6.5(orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure. 3. Roof - Dead: 15 psf Live: 20 psf Snow: 25 psf (Ps) 4. Floor - Dead: 12 psf (non-truss floors), 20 psf (trussed floors) Live: 40 psf (uniform), 60 psf (uniform 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 – except post and columns with code-approved post-base connector with 1 inch standoff. 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 mudsill anchor bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Retro-fit anchor bolts shall be Simpson Strong-Bolt 2 wedge anchors per ICC-ES ESR-3037 or Simpson Titen HD screw anchors per ICC-ES ESR-2713. 2. All shear wall holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Retro-fit holdown bolts shall be epoxied using Simpson SET-3G with embedment per plan, installed per manufacturer’s 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 nails with the following properties: PENNY WEIGHT DIAMETER (INCHES) LENGTH (INCHES) 8d sinker 0.113 2-3/8 8d common 0.131 2-1/2 10d box 0.131 3 16d sinker 0.148 3-1/4 16d common 0.162 3-1/2 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-3G" 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 0.131" diameter x 2.5" 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 0.113" 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/AITC A 190.1-17 and ASTM D3737. 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),(12)] GENERAL NOTES: (UNLESS NOTED OTHERWISE) (1) WALL STUD FRAMING IS ASSUMED TO BE AS PER THE GENERAL STRUCTURAL NOTES. (2) ALL PANEL EDGES ARE TO BE SUPPORTED BY FRAMING MEMBERS - STUDS, PLATES AND BLOCKING (UNLESS NOTED OTHERWISE IN THE TABLE ABOVE). (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 OR 2) WALL STUDS AT 24" OC WITH PANEL LONG-AXIS ORIENTED HORIZONTALLY AND 6" OC FIELD FASTENER SPACING. (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"DIA.x1-1/2" LONG NAILS IF CONNECTOR IS IN CONTACT WITH FRAMING. USE 0.131"DIA.x2-1/2" LONG NAILS IF CONNECTOR IS INSTALLED OVER SHEATHING. (10) AT FLOOR JOIST/FLOOR TRUSS ELEVATION, ADJOINING HORZ. PANEL JOINTS MAY BE LOCATED AS PER DETAIL 10/10A/10B. (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) AT FLOOR JOIST/FLOOR TRUSS ELEVATION, 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 FOOTNOTE (10) REQUIREMENTS. (16) VERTICAL AND HORIZONTAL PANEL JOINTS (WHERE OCCUR) ON OPPOSITE SIDES OF THE WALL SHALL NOT OCCUR ON THE SAME FRAMING MEMBER (STUD, PLATE, OR BLOCKING) UNLESS THAT FRAMING MEMBER IS A 3x MEMBER (MIN.) WITH PANEL EDGE NAILING STAGGERED OR THAT FRAMING MEMBER IS A (2)2x (MIN.) AS PER FOOTNOTE (5) ABOVE. (17) VERTICAL AND HORIZONTAL PANEL JOINTS (WHERE OCCUR) SHALL BE LOCATED ON A 3x FRAMING MEMBER (MIN.) WITH PANEL EDGE NAILING STAGGERED OR ON A (2)2x (MIN.) FRAMING MEMBER AS PER FOOTNOTE (5) ABOVE. rev. 08.06.2021 Mark per plan Sheathing No. sides sheathed Fastener Size (8d common) Edge fastener spacing (14) Field fastener spacing Framing member at adjoining panels (2) Bottom plate when directly on wood (4),(5) Bottom plate nail size Bottom plate nail spacing in each row Bottom plate when directly on concrete (4),(5) Anchor bolt dia. (7),(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” 2x stud & unblocked horz. joints 2x or 3x 0.131” dia. x 3” 1-row 12” 2x or 3x 5/8” 48”(2x) 72"(3x) A35 or LTP4 50” 145 plf 203 plf W6B 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 6” 2x stud & unblocked horz. joints 2x or 3x 0.131” dia. x 3” 1-row 9” 2x or 3x 5/8” 48”(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 or 3x 0.131” dia. x 3” 1-row 7” 2x or 3x 5/8” 48”(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) 3x (5, 17) 2x or 3x 0.131” dia. x 3” 2-row 10"(6) 2x or 3x 5/8” 47”(2x) 58"(3x) A35 or LTP4 20” 353 plf 495 plf W3 7/16” PLY/OSB 1 0.131” dia. x 2.5” 3” 12”(3) 3x (5, 17) 2x or 3x 0.131” dia. x 3” 2-row 8"(6) 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, 17) 2x or 3x 0.131” dia. x 3” 2-rows 6"(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, 17) 2x or 3x 0.131” dia. x 3” 3-rows 6"(6) 2x or 3x 5/8” 18"(2x) 22"(3x) A35 or LTP4 8” 911 plf 1276 plf 2W2 19/32” PLY/OSB 2 0.131” dia. x 2.5" 2” 12” 3x (5, 16, 17) 2x or 3x 0.131” dia. x 3” 3-rows 4"(6) 2x or 3x 5/8” 12"(2x) 15"(3x) A35 or LTP4 5” 1363 plf 1908 plf ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 phone: (206) 200-8764 email: elreng33@gmail.com Vertical Calculations ROOF Member Name Results Current Solution Comments 1 Passed 1 piece(s) 4 x 10 DF No.2 2 Passed 1 piece(s) 4 x 8 DF No.2 3 Passed 1 piece(s) 4 x 8 DF No.2 FLOOR-2 Member Name Results Current Solution Comments 1 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC 2 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC 3 Passed 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL 4 Passed 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL 5 Passed 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL 6 Passed 1 piece(s) 6 x 10 DF No.2 7 Passed 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam FLOOR-1 Member Name Results Current Solution Comments 1 Passed 1 piece(s) 4 x 8 DF No.2 2 Passed 1 piece(s) 6 x 8 DF No.2 1498 Duplex JOB SUMMARY REPORT ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 1 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2729 @ 0 3281 (1.50")Passed (83%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1947 @ 10 3/4"4468 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)4264 @ 3' 1 1/2"5166 Passed (83%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.050 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.081 @ 3' 1 1/2"0.313 Passed (L/924)--1.0 D + 1.0 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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"1039 1689 2728 None 2 - Trimmer - HF 1.50"1.50"1.50"1039 1689 2728 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Snow Vertical Loads Location Tributary Width (0.90)(1.15)Comments 0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 -- 1 - Uniform (PSF)0 to 6' 3"21' 7 1/2"15.0 25.0 Default Load 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, 1 1 piece(s) 4 x 10 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 2 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1416 @ 0 3281 (1.50")Passed (43%)--1.0 D + 1.0 S (All Spans) Shear (lbs)930 @ 8 3/4"3502 Passed (27%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1505 @ 2' 1 1/2"3438 Passed (44%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.017 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans) Total Load Defl. (in)0.028 @ 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 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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"540 877 1417 None 2 - Trimmer - HF 1.50"1.50"1.50"540 877 1417 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location 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"16' 6"15.0 25.0 Default Load 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, 2 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 3 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)1852 @ 0 3281 (1.50")Passed (56%)--1.0 D + 1.0 S (All Spans) Shear (lbs)1216 @ 8 3/4"3502 Passed (35%)1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-lbs)1968 @ 2' 1 1/2"3438 Passed (57%)1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in)0.022 @ 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 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •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"703 1149 1852 None 2 - Trimmer - HF 1.50"1.50"1.50"703 1149 1852 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 3" o/c Bottom Edge (Lu)4' 3" o/c Dead Snow Vertical Loads Location 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"21' 7 1/2"15.0 25.0 Default Load 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, 3 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 4 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)636 @ 3 1/2"910 (1.75")Passed (70%)1.00 1.0 D + 1.0 L (All Spans) Shear (lbs)636 @ 3 1/2"1560 Passed (41%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2913 @ 9' 5 1/2"3160 Passed (92%)1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in)0.444 @ 9' 5 1/2"0.458 Passed (L/496)--1.0 D + 1.0 L (All Spans) Total Load Defl. (in)0.577 @ 9' 5 1/2"0.917 Passed (L/381)--1.0 D + 1.0 L (All Spans) TJ-Pro™ Rating 37 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ¹ See Connector grid below for additional information and/or requirements. • ² Required Bearing Length / Required Bearing Length with Web Stiffeners Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Hanger on 11 7/8" PSL beam 3.50"Hanger¹1.75" / 1.75" ²151 504 655 See note ¹ 2 - Stud wall - HF 5.50"4.25"1.75"153 509 662 1 1/4" Rim Board •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 2" o/c Bottom Edge (Lu)18' 7" o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10dx1.5 2-Strong-Grip •Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Live Vertical Load Location Spacing (0.90)(1.00)Comments 1 - Uniform (PSF)0 to 19'16"12.0 40.0 Default Load 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, 1 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 5 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)564 @ 17' 10 1/2"1375 (3.50")Passed (41%)1.00 1.0 D + 1.0 L (Alt Spans) Shear (lbs)533 @ 17' 9 1/2"1560 Passed (34%)1.00 1.0 D + 1.0 L (Alt Spans) Moment (Ft-lbs)2091 @ 10' 1 5/16"3160 Passed (66%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.274 @ 9' 9 5/8"0.404 Passed (L/707)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.328 @ 9' 10 15/16"0.807 Passed (L/591)--1.0 D + 1.0 L (Alt Spans) TJ-Pro™ Rating 44 Any Passed ---- System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down. •Additional considerations for the TJ-Pro™ Rating include: 5/8" Gypsum ceiling. • 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 - Beam - GLB 5.50"5.50"3.50"387 528 187 1102 Blocking 2 - Stud wall - HF 5.50"5.50"1.75"114 451/-5 -16 565/-21 Blocking •TJI joists are only analyzed using Maximum Allowable bracing solutions. •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)3' 11" o/c Bottom Edge (Lu)7' 4" o/c Dead Floor Live Snow Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments 1 - Uniform (PSF)0 to 18' 3"16"12.0 40.0 -Default Load 2 - Point (PLF)2 3/4"16"80.0 -- 3 - Point (PLF)2 3/4"16"60.0 -100.0 4 - Point (PLF)0 16"17.0 -28.0 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, 2 1 piece(s) 11 7/8" TJI® 110 @ 16" OC ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 6 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)5930 @ 1' 8 3/4"12031 (5.50")Passed (49%)--1.0 D + 1.0 S (All Spans) Shear (lbs)619 @ 2' 11 3/8"8035 Passed (8%)1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs)2281 @ 10' 5 11/16"19902 Passed (11%)1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in)0.081 @ 9' 9 7/8"0.405 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.103 @ 10' 7/8"0.809 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Overhang deflection criteria: LL (2L/480) and TL (2L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • 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 - Beam - GLB 5.50"5.50"2.71"2467 444 3463 6374 Blocking 2 - Stud wall - HF 5.50"5.50"1.50"191 449 -75 640/-75 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)18' 3" o/c Bottom Edge (Lu)18' 3" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 18' 3"N/A 13.0 ---- 1 - Point (lb)1' 5" (Top)N/A 1895 -3158 Default Load 2 - Uniform (PSF)0 to 1' 6" (Top)8'10.0 -- 3 - Uniform (PSF)0 to 1' 6" (Top)6' 1 1/2"15.0 -25.0 4 - Uniform (PSF)1' 6" to 18' 3" (Top)1' 4"12.0 40.0 - 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, 3 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 7 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)4169 @ 4' 2"11694 (5.50")Passed (36%)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (lbs)672 @ 1' 5 3/8"13861 Passed (5%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)1540 @ 2' 3"34332 Passed (4%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.004 @ 2' 3 5/8"0.096 Passed (L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.006 @ 2' 3 5/16"0.192 Passed (L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •-950 lbs uplift at support located at 4". Strapping or other restraint may be required. •-958 lbs uplift at support located at 4' 2". Strapping or other restraint may be required. • 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 Wind Seismic Total Accessories 1 - Column - HF 5.50"5.50"1.50"1711 390 1366 602 2824/-2824 6893/- 2824 None 2 - Stud wall - HF 5.50"5.50"1.96"1698 390 928 -602 2824/-2824 5840/- 3426 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)4' 6" o/c Bottom Edge (Lu)4' 6" o/c Dead Floor Live Snow Wind Seismic Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)(1.60)(1.60)Comments 0 - Self Weight (PLF)0 to 4' 6"N/A 19.5 -------- 1 - Point (lb)0 (Back)N/A 613 -438 --Default Load 2 - Uniform (PSF)0 to 4' 6" (Back)4' 4"12.0 40.0 --- 3 - Uniform (PSF)0 to 4' 6" (Top)16' 6"15.0 -25.0 -- 4 - Uniform (PSF)0 to 4' 6" (Top)8'10.0 ---- 5 - Point (lb)0 (Top)N/A ---659 3093 6 - Point (lb)3' 10" (Top)N/A ----659 -3093 7 - Point (lb)4" (Top)N/A 200 ---- 8 - Point (lb)4' 2" (Top)N/A 800 ---- All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. MEMBER REPORT PASSED FLOOR-2, 4 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 8 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)6864 @ 9' 10 1/2"7442 (3.50")Passed (92%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)3060 @ 8' 8 7/8"12053 Passed (25%)1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs)-5919 @ 9' 10 1/2"29854 Passed (20%)1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in)0.048 @ 4' 9 5/8"0.239 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.063 @ 4' 9 1/4"0.477 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/480) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Total Accessories 1 - Stud wall - HF 5.50"4.25"1.50"716 2228/-55 2944/- 55 1 1/4" Rim Board 2 - Stud wall - HF 3.50"3.50"3.23"1662 5202 6864 None 3 - Stud wall - HF 3.50"3.50"2.50"1157 4169 5326 None 4 - Stud wall - HF 3.50"2.25"1.50"507 1694/-139 2201/- 139 1 1/4" Rim Board •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)23' 8" o/c Bottom Edge (Lu)23' 8" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)1 1/4" to 23' 8 3/4"N/A 19.5 -- 1 - Uniform (PSF)0 to 23' 10" (Front)3' 1"12.0 40.0 2 - Uniform (PLF)0 to 23' 10" (Back)N/A 113.3 378.0 Linked from: 1, 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, 5 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 10 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3773 @ 0 5156 (1.50")Passed (73%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)2666 @ 11"6810 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)5895 @ 3' 1 1/2"6937 Passed (85%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.046 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.081 @ 3' 1 1/2"0.313 Passed (L/924)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. •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"1640 1193 1650 4483 None 2 - Trimmer - HF 1.50"1.50"1.50"1640 1193 1650 4483 None •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)6' 3" o/c Bottom Edge (Lu)6' 3" o/c Dead Floor Live Snow Vertical Loads Location 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"21' 1 1/2"15.0 -25.0 2 - Uniform (PSF)0 to 6' 3"8'10.0 -- 3 - Uniform (PLF)0 to 6' 3"N/A 114.8 381.8 -Linked from: 1, 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-2, 6 1 piece(s) 6 x 10 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 11 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)13550 @ 19' 8"15356 (3.50")Passed (88%)--1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs)11340 @ 18' 1/2"24685 Passed (46%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-lbs)71250 @ 10' 1"78967 Passed (90%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.413 @ 10' 1 11/16"0.644 Passed (L/561)--1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.753 @ 10' 1 3/4"0.967 Passed (L/308)--1.0 D + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Allowed moment does not reflect the adjustment for the beam stability factor. •Critical positive moment adjusted by a volume factor of 0.94 that was calculated using length L = 19' 4". •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. • 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 - Column - DF 5.50"5.50"2.52"4964 3994 4145 13103 Blocking 2 - Column - DF 3.50"3.50"3.09"6115 3527 6386 16028 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)19' 10" o/c Bottom Edge (Lu)19' 10" o/c Dead Floor Live Snow Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments 0 - Self Weight (PLF)0 to 19' 10"N/A 29.5 ---- 1 - Uniform (PSF)10' 3" to 19' 10" (Top)7' 10 1/2"12.0 40.0 - 2 - Uniform (PSF)10' 3" to 19' 10" (Top)8'10.0 -- 3 - Uniform (PSF)10' 3" to 19' 10" (Top)21' 7 1/2"15.0 -25.0 4 - Uniform (PSF)10' 3" to 19' 10" (Top)1' 10 1/2"15.0 -25.0 5 - Uniform (PLF)0 to 10' 3" (Top)N/A 290.3 396.0 140.3 Linked from: 2, Support 1 6 - Point (lb)10' 1" (Top)N/A 2467 444 3463 Linked from: 3, 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, 7 1 piece(s) 6 3/4" x 18" 24F-V4 DF Glulam ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 12 / 14 Wood Column ELR EngineeringLic. # : KW-06010691 DESCRIPTION:+)>UPPER FLOOR framing member = post for 7 ELR Engineering 10508 32nd Ave Sw Unit B Seattle, WA 98146 206-200-8764/elreng33@gmail.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 28 JUL 2021, 11:36AM Project Descr: .Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-10 General Information Wood Section Name 4x8Analysis Method : 8Overall 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 +900 900 psi 1350 625 180 575 31.21 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1600 580 1600 580 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.20 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 3.50 in Exact Depth 7.250 in Area 25.375 in^2 Ix 111.148 in^4 Iy 25.904 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.050 1600 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi NoMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for buckling ABOUT X-X Axis = 8 ft, K = 1.0 Unbraced Length for buckling ABOUT Y-Y Axis = 8 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 : 43.997 lbs * Dead Load Factor AXIAL LOADS . . . [7]: Axial Load at 8.0 ft, D = 6.115, L = 3.527, S = 6.386 k .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.9367 Location of max.above base 0.0 ft Applied Axial 13.594 k Applied Mx 0.0 k-ft Load Combination +D+0.750L+0.750S 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 8.0 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 571.90 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 8.0 ft0.431 ft0.4411 +D+L 1.000 PASS PASS0.0 0.0 8.0 ft0.395 ft0.6811 +D+S 1.150 PASS PASS0.0 0.0 8.0 ft0.351 ft0.8645 +D+0.750L 1.250 PASS PASS0.0 0.0 8.0 ft0.326 ft0.6005 +D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 8.0 ft0.351 ft0.9367 +0.60D 1.600 PASS PASS0.0 0.0 8.0 ft0.261 ft0.2460 . Wood Column ELR EngineeringLic. # : KW-06010691 DESCRIPTION:+)>UPPER FLOOR framing member = post for 7 ELR Engineering 10508 32nd Ave Sw Unit B Seattle, WA 98146 206-200-8764/elreng33@gmail.com Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 28 JUL 2021, 11:36AM Project Descr: Sketches Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)2833 @ 11' 4"6563 (3.00")Passed (43%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)1075 @ 12' 3/4"3045 Passed (35%)1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs)-1305 @ 11' 4"2989 Passed (44%)1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in)0.024 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.025 @ 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 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/0.2") and TL (2L/0.2"). •Allowed moment does not reflect the adjustment for the beam stability factor. •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"488 1638 2126 Blocking 2 - Column - HF 3.00"3.00"1.50"586 2225 2811 Blocking 3 - Column - HF 3.00"3.00"1.50"600 2234 2834 Blocking 4 - Column - HF 3.00"3.00"1.50"459 1547 2006 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)17' 9" o/c Bottom Edge (Lu)17' 9" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 17' 8 1/2"N/A 6.4 -- 1 - Uniform (PSF)0 to 17' 8 1/2" (Top)9' 6"12.0 40.0 Default Load 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, 1 1 piece(s) 4 x 8 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 13 / 14 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)8709 @ 9' 1"10313 (3.00")Passed (84%)--1.0 D + 1.0 L (Adj Spans) Shear (lbs)855 @ 16' 10"4675 Passed (18%)1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs)-908 @ 16' 1"3222 Passed (28%)1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in)0.010 @ 18' 6 1/2"0.157 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in)0.012 @ 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 2018 Design Methodology : ASD •Deflection criteria: LL (L/360) and TL (L/240). •Overhang deflection criteria: LL (2L/360) and TL (2L/0.2"). •Allowed moment does not reflect the adjustment for the beam stability factor. •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"400 1267 1667 Blocking 2 - Column - HF 3.00"3.00"1.50"375 1444 1819 Blocking 3 - Column - HF 3.00"3.00"2.53"2061 6648 8709 Blocking 4 - Column - HF 3.00"3.00"1.50"338 1393 1731 Blocking 5 - Column - HF 3.00"3.00"2.18"1636 5856 7492 Blocking 6 - Column - HF 3.00"3.00"1.50"413 1280 1693 Blocking •Maximum allowable bracing intervals based on applied load. Lateral Bracing Bracing Intervals Comments Top Edge (Lu)22' 5" o/c Bottom Edge (Lu)22' 5" o/c Dead Floor Live Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments 0 - Self Weight (PLF)0 to 22' 4 1/2"N/A 10.4 -- 1 - Uniform (PSF)0 to 22' 4 1/2" (Top)8' 1"12.0 40.0 Default Load 2 - Point (lb)9' 1 1/2" (Top)N/A 1662 5202 Linked from: 5, Support 2 3 - Point (lb)16' 1 1/2" (Top)N/A 1157 4169 Linked from: 5, Support 3 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, 2 1 piece(s) 6 x 8 DF No.2 ForteWEB Software Operator Job Notes 1/11/2022 5:01:57 PM UTC Eric L Rice ELR Engineering (206) 200-8764 elreng33@gmail.com ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 File Name: 1498 Duplex 1498 Duplex Mountain Terrace Builders Page 14 / 14 This spreadsheet calculates soil pressures and Vu/φVn & Mu/φMn for a continuous plain concrete footing under a concrete stem wall (assume all to be minimally reinforced) Project:1498 Duplex 1498 Duplex 7/28/2021 Code:ACI 318R-14 Chapter 14 - "Plain Concrete" Footing ID:Typical - [Table R403.1(1) - 2-story with crawl space] ftg. (w) =16 ftg. (h) =7 stem (w) =8 stem (h) =48 f'c =2500 φ =0.6 Allow. SP =1500 P =4 inches < OK 1) Determine and input unfactored design loads applied to footing D (psf)trib-1 (ft)trib-2 (ft)D (plf)L (psf)L (plf)S (psf)S (plf) Roof 15 21.33 320 0 25 533 Wall 10 8 80 0 0 Floor (Roof-1)12 9.17 110 40 367 0 Wall 10 9 90 0 0 Floor (Roof-2)12 4.17 50 40 167 0 Wall 10 0 0 0 0 Floor (Roof-3)12 0 0 40 0 0 Stem wall 150 8 48 400 0 0 Footing 150 16 7 117 0 0 1167 534 533 Factored design soil pressures Sum total for L.C. 1.2D + 1.6L + 0.50S + 1.60H 1400 854 267 1890 psf 1.2D + 1.0L + 1.60S + 1.60H 1400 534 853 2090 psf Unfactored soil pressures D + L 1167 534 0 OK >1275 psf D + 0.75(L + S)1167 400 400 OK >1475 psf D + S 1167 0 533 OK >1275 psf 2) Shear (in footing) Capacity - Table 14.5.5.1 (a)Demand Demand/Capacity ratios φVn = 2400 lbs per ft Vu =697 lbs per ft D/C =0.290 < OK φ = 0.6 f'c =2500 h =7 h (14.5.1.7) =5 3) Bending (in footing) Capacity - 14.5.2.1a-b Demand φMn = 625 ft lbs per ft Mu =116 ft lbs per ft D/C =0.186 < OK φ = 0.6 f'c =2500 h =7 h (14.5.1.7) =5 Wall Footing LIC# : KW-06010691, Build:20.21.7.12 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072821)>Typical foundation "design" - 2-story + crawl space ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 28 JUL 2021, 12:44PM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0ksi No ksfAllowable Soil Bearing = = 2.50 60.0 2,850.0 150.0 = 0.250 Flexure = 0.60 Shear = Valuesj Soil Passive Resistance (for Sliding) 1.0 1.0 = Increases based on footing Width Allow. Pressure Increase per foot of width = ksf when footing is wider than = ft: = AutoCalc Footing Weight as DL No Adjusted Allowable Bearing Pressure ksf= 1.50 when base footing is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.60 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus Min. Sliding Safety Factor = = : 1 Reference Depth below Surface ft =Allow. Pressure Increase per foot of depth ksf = = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Dimensions Footing Width 1.333ft= Wall center offset from center of footing 0in = = Wall Thickness 8.0in Footing Thickness 7.0in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.250 Reinforcing # Bars along X-X Axis Reinforcing Bar Size = 3 Bar spacing = 99.00 Applied Loads 1.167 0.5340 0.5330 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x =k k-ft Vx applied = in above top of footing = H = Wall Footing LIC# : KW-06010691, Build:20.21.7.12 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072821)>Typical foundation "design" - 2-story + crawl space ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 28 JUL 2021, 12:44PM Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationFactor of Safety Item Applied Capacity PASS 0.9839 Soil Bearing 1.476 ksf 1.50 ksf +D+0.750L+0.750S PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift Utilization Ratio Item Applied Capacity Governing Load Combination PASS 0.7767 Z Flexure (+X) 0.1160 k-ft 0.1494 k-ft +1.20D+L+1.60S PASS 0.5688 Z Flexure (-X) 0.08496 k-ft 0.1494 k-ft +1.20D+L+0.20S PASS 0.01376 1-way Shear (+X) 0.8258 psi 60.0 psi +1.20D+L+1.60S PASS 0.01376 1-way Shear (-X)0.8258 psi 60.0 psi +1.20D+L+1.60S Detailed Results Rotation Axis & Xecc Actual Soil Bearing Stress Actual / Allowable Soil Bearing Gross Allowable -X +X RatioLoad Combination... , D Only 1.50 ksf 0.8755 ksf 0.8755 ksf 0.5840.0 in , +D+L 1.50 ksf 1.276 ksf 1.276 ksf 0.8510.0 in , +D+S 1.50 ksf 1.275 ksf 1.275 ksf 0.8500.0 in , +D+0.750L 1.50 ksf 1.176 ksf 1.176 ksf 0.7840.0 in , +D+0.750L+0.750S 1.50 ksf 1.476 ksf 1.476 ksf 0.9840.0 in , +0.60D 1.50 ksf 0.5253 ksf 0.5253 ksf 0.3500.0 in Rotation Axis & Overturning Stability Units : k-ft Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning Force Application Axis Sliding Stability Load Combination...StatusSliding Force Resisting Force Sliding SafetyRatio Footing Has NO Sliding Flexure Axis & Load Combination k-ft As Req'd Footing Flexure Tension @ Bot.Which Actual As Statusk-ft Mu Side ? or Top ?in^2in^2 in^2 Gvrn. As Phi*Mn , +1.40D 0.06801 -X Bottom 0.0061 Min for Bending 0.0133 0.1494 OK , +1.40D 0.06801 +X Bottom 0.0061 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60L 0.09386 -X Bottom 0.0084 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60L 0.09386 +X Bottom 0.0084 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60L+0.50S 0.105 -X Bottom 0.0094 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60L+0.50S 0.105 +X Bottom 0.0094 Min for Bending 0.0133 0.1494 OK , +1.20D+L 0.08053 -X Bottom 0.0072 Min for Bending 0.0133 0.1494 OK , +1.20D+L 0.08053 +X Bottom 0.0072 Min for Bending 0.0133 0.1494 OK , +1.20D 0.0583 -X Bottom 0.0052 Min for Bending 0.0133 0.1494 OK , +1.20D 0.0583 +X Bottom 0.0052 Min for Bending 0.0133 0.1494 OK , +1.20D+L+1.60S 0.116 -X Bottom 0.0103 Min for Bending 0.0133 0.1494 OK , +1.20D+L+1.60S 0.116 +X Bottom 0.0103 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60S 0.0938 -X Bottom 0.0084 Min for Bending 0.0133 0.1494 OK , +1.20D+1.60S 0.0938 +X Bottom 0.0084 Min for Bending 0.0133 0.1494 OK , +1.20D+L+0.50S 0.09162 -X Bottom 0.0082 Min for Bending 0.0133 0.1494 OK , +1.20D+L+0.50S 0.09162 +X Bottom 0.0082 Min for Bending 0.0133 0.1494 OK , +0.90D 0.04372 -X Bottom 0.0039 Min for Bending 0.0133 0.1494 OK , +0.90D 0.04372 +X Bottom 0.0039 Min for Bending 0.0133 0.1494 OK , +1.20D+L+0.20S 0.08496 -X Bottom 0.0076 Min for Bending 0.0133 0.1494 OK , +1.20D+L+0.20S 0.08496 +X Bottom 0.0076 Min for Bending 0.0133 0.1494 OK One Way Shear Units : k Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.4841 0.4841 0.4841 60 0.008068psipsipsipsi OK +1.20D+1.60L 0.6681 0.6681 0.6681 60 0.01114psipsipsipsi OK +1.20D+1.60L+0.50S 0.7471 0.7471 0.7471 60 0.01245psipsipsipsi OK Wall Footing LIC# : KW-06010691, Build:20.21.7.12 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072821)>Typical foundation "design" - 2-story + crawl space ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 28 JUL 2021, 12:44PM Project Descr: One Way Shear Units : k Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.20D+L 0.5732 0.5732 0.5732 60 0.009553psipsipsipsi OK +1.20D 0.4149 0.4149 0.4149 60 0.006916psipsipsipsi OK +1.20D+L+1.60S 0.8258 0.8258 0.8258 60 0.01376psipsipsipsi OK +1.20D+1.60S 0.6676 0.6676 0.6676 60 0.01113psipsipsipsi OK +1.20D+L+0.50S 0.6521 0.6521 0.6521 60 0.01087psipsipsipsi OK +0.90D 0.3112 0.3112 0.3112 60 0.005187psipsipsipsi OK +1.20D+L+0.20S 0.6047 0.6047 0.6047 60 0.01008psipsipsipsi OK General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (2) member [7] ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:04AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 2,850.0 150.0 = 0.250 Flexure = 0.60 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes No:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.60 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = = Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =pcf # Dimensions Width parallel to X-X Axis 4.583 ft Length parallel to Z-Z Axis = 4.583 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.250 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 8 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 12.230 7.054 12.772 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (2) member [7] ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:04AM Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.960 Soil Bearing ksf ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning - X-X k-ft k-ft No Overturning PASS n/a Overturning - Z-Z k-ft k-ft No Overturning PASS n/a Uplift k k No Uplift PASS Z Flexure (+X) k-ft/ft k-ft/ft +1.20D+L+1.60S PASS Z Flexure (-X) k-ft/ft k-ft/ft +1.20D+L+1.60S PASS X Flexure (+Z)k-ft/ft k-ft/ft +1.20D+L+1.60S PASS X Flexure (-Z)k-ft/ft k-ft/ft +1.20D+L+1.60S PASS 1-way Shear (+X) psi psi +1.20D+L+1.60S PASS 1-way Shear (-X) psi psi +1.20D+L+1.60S PASS 1-way Shear (+Z) psi psi +1.20D+L+1.60S PASS 1-way Shear (-Z) psi psi +1.20D+L+1.60S PASS 2-way Punching psi psi +1.20D+L+1.60S General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (1) member [7] ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:15AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 2,850.0 150.0 = 0.250 Flexure = 0.60 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes No:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.60 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = = Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =pcf # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.250 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 4.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 4.964 3.994 4.145 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (1) member [7] ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:15AM Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.9033 Soil Bearing ksf ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning - X-X k-ft k-ft No Overturning PASS n/a Overturning - Z-Z k-ft k-ft No Overturning PASS n/a Uplift k k No Uplift PASS Z Flexure (+X) k-ft/ft k-ft/ft +1.20D+L+1.60S PASS Z Flexure (-X) k-ft/ft k-ft/ft +1.20D+L+1.60S PASS X Flexure (+Z)k-ft/ft k-ft/ft +1.20D+L+1.60S PASS X Flexure (-Z)k-ft/ft k-ft/ft +1.20D+L+1.60S PASS 1-way Shear (+X) psi psi +1.20D+L+1.60S PASS 1-way Shear (-X) psi psi +1.20D+L+1.60S PASS 1-way Shear (+Z) psi psi +1.20D+L+1.60S PASS 1-way Shear (-Z) psi psi +1.20D+L+1.60S PASS 2-way Punching psi psi +1.20D+L+1.60S General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (1) member [4] & rim ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:12AM Project Descr: Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values 1.50 Analysis Settings 150.0 ksi No ksfAllowable Soil Bearing = = 2.50 40.0 2,850.0 150.0 = 0.250 Flexure = 0.60 Shear = Valuesj 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth = ksf when max. length or width is greater than = ft : = Add Ftg Wt for Soil Pressure Yes No:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight = pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.60 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = = Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =pcf # Dimensions Width parallel to X-X Axis 2.0 ft Length parallel to Z-Z Axis = 2.0 ft = Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 10.0 in= Rebar Centerline to Edge of Concrete... = inat Bottom of footing 3.250 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bars parallel to Z-Z Axis Reinforcing Bar Size = 4 Number of Bars = 3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 2.071 0.390 1.366 0.6020 2.824 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = General Footing LIC# : KW-06010691, Build:20.21.7.28 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:072921)> Foundation - Spot footing for (1) member [4] & rim ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Project Filename: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 29 JUL 2021, 10:12AM Project Descr: DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.8953 Soil Bearing 1.343 ksf 1.50 ksf +D+0.750L+0.750S+0.5250E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1910 Z Flexure (+X) 0.7466 k-ft/ft 3.909 k-ft/ft +1.20D+L+0.20S+E PASS 0.1910 Z Flexure (-X) 0.7466 k-ft/ft 3.909 k-ft/ft +1.20D+L+0.20S+E PASS 0.1910 X Flexure (+Z)0.7466 k-ft/ft 3.909 k-ft/ft +1.20D+L+0.20S+E PASS 0.1910 X Flexure (-Z)0.7466 k-ft/ft 3.909 k-ft/ft +1.20D+L+0.20S+E PASS 0.1352 1-way Shear (+X) 8.111 psi 60.0 psi +1.20D+L+0.20S+E PASS 0.1352 1-way Shear (-X) 8.111 psi 60.0 psi +1.20D+L+0.20S+E PASS 0.1352 1-way Shear (+Z) 8.111 psi 60.0 psi +1.20D+L+0.20S+E PASS 0.1352 1-way Shear (-Z) 8.111 psi 60.0 psi +1.20D+L+0.20S+E PASS 0.2517 2-way Punching 30.201 psi 120.0 psi +1.20D+L+0.20S+E ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 phone: (206) 200-8764 email: elreng33@gmail.com Lateral Calculations 1/10/22, 12:56 PM ATC Hazards by Location Search Information Coordinates: 46.93379, -122.610794 Elevation: 373 ft Timestamp: 2022-01-10T20:55:01.482Z Hazard Type: Seismic Reference ASCE7-16 Document: Site -modified spectral acceleration value Risk Category: II Site Class: D -default Basic Parameters ATC Hazards by Location Elma �en p Go gle Name Value Description SS 1.285 MCER ground motion (period=0.2s) S1 0.465 MCER ground motion (period=1.0s) SMS 1.542 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.028 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 1.2 Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s FV * null Site amplification factor at 1.0s CRS 0.908 Coefficient of risk (0.2s) CR, 0.891 Coefficient of risk (1.0s) PGA 0.511 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.613 Site modified peak ground acceleration TL 16 Long -period transition period (s) https://hazards.atcouncil.org/#/seismic?lat=46.933790&Ing=-122.610794&address= Tacoma -Sheltono Puyallup O 01 373 ft Olympia 0 If Mt RainiE National P Centralia 0 Chehalis Packv.,o Map data ©2022 Google 1/2 1/10/22,12:56 PM ATC Hazards by Location SsRT 1.285 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.415 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.465 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.522 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.627 Factored deterministic acceleration value (1.0s) PGAd 0.511 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. 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Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=46.933790&Ing=-122.610794&address= 2/2 ASCE 7-16 Seismic Base Shear LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:Seismic Base Shear Analysis ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:49AM Project Descr: Risk Category ASCE 7-16, Page 4, Table 1.5-1 Calculations per ASCE 7-16 "II" : All Buildings and other structures except those listed as Category I, III, and IV Risk Category of Building or Other Structure : Seismic Importance Factor =1 ASCE 7-16, Page 5, Table 1.5-2 Specific Description: > Seismic load design values - 1498 Duplex - Leah's Landing - Lots 1 thru 6 USER DEFINED Ground Motion ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping : S =1.285 Longitude =122.430 deg West S Latitude =47.110 g, 0.2 sec response deg North S 0.46501 g, 1.0 sec response= For the closest datapoint grid location . . . Site Class, Site Coeff. and Design Category Site Classification ASCE 7-16 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D Site Coefficients Fa & Fv ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fa =1.20 Fv =1.84 Maximum Considered Earthquake Acceleration ASCE 7-16 Eq. 11.4-1S = Fa * Ss 1.542=MS S = Fv * S1 =0.853M1 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.028DSMS =0.569 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1M1 Seismic Design Category ASCE 7-16 Table 11.6-1 & -2=D (By Default per 11.4.3) Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . .Bearing Wall Systems 15.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. NOTE! See ASCE 7-16 for all applicable footnotes. Building height Limits :Response Modification Coefficient " R "=6.50 Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=2.50 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 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 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 =25.0 ft " Ta " Approximate fundemental period using Eq. 12.8-7 : 6.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec Ta = Ct * (hn ^ x) =0.224 0.75 sec = Building Period " Ta " Calculated from Approximate Method selected=0.224 " Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1 S : Short Period Design Spectral Response 1.028 " R " : Response Modification Factor 6.50 " I " : Seismic Importance Factor =1 0.158From Eq. 12.8-2, Preliminary Cs = 0.391From Eq. 12.8-3 & 12.8-4 , Cs need not exceed = From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.045 DS =Cs : Seismic Response Coefficient =0.1582 = = ASCE 7-16 Seismic Base Shear LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:Seismic Base Shear Analysis ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:49AM Project Descr: Seismic Base Shear ASCE 7-16 Section 12.8.1 W ( see Sum Wi below ) =50.85 kCs =0.1582 from 12.8.1.1 Seismic Base Shear V = Cs * W =8.04 k Vertical Distribution of Seismic Forces ASCE 7-16 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 23.39 19.75 461.95 0.6115 4.92 4.92 0.00 1 27.46 10.69 293.49 0.3885 3.12 8.04 44.56 Sum Wi =50.85 k Total Base Shear =8.04 k Base Moment = 755.44 k-ftSum Wi * Hi = 130.5 k-ft Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-16 12.10.1.1 Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min 2 23.39 4.92 4.92 23.39 4.92 4.81 9.62 4.92 4.92 1 27.46 3.12 8.04 50.85 4.34 5.65 11.29 5.65 5.65 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 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:ASCE 7-16 wind loads ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:51AM Project Descr: 1498 Duplex/Mountain Terrace Builders/Leah's Landing/Lots 1 thru 6 Basic Values 2 100.0 0.850 Exposure B Exposure B Exposure B Exposure B 44.50 23.920 25.0 Risk Category V : Basic Wind Speed per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (B or L) = Exposure Category per ASCE 7-16 Section 26.7 h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-16 Table 26.6-1 Horizontal Dim. in East-West Direction (B or L) =ft North :East : South :West : Topographic Factor per ASCE 7-16 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 9.0619.75 0.000 0.000 Lower 10.6910.69 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" 472.0 472.0 878.0 878.0 ft^2 Roof Total 1,056.0 ft^2 3,756.0 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 26.10-1) : North Wall =0.6650 South Wall =0.6650 psf East Wall =0.6650 psf West Wall =0.6650 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 26.10-1) : North Wall =14.471 psf South Wall =14.471 psf East Wall =14.471 psf West Wall =14.471 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 26.10-1 Height Above Base (ft) North Elevation East Elevation West Elevation Kz qz Kz qzKzqzKzqz South Elevation 0.575 12.510.00 0.57512.51 12.51 12.510.5750.575 0.575 12.514.00 0.57512.51 12.51 12.510.5750.575 0.575 12.518.00 0.57512.51 12.51 12.510.5750.575 0.575 12.5112.00 0.57512.51 12.51 12.510.5750.575 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:ASCE 7-16 wind loads ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:51AM Project Descr: 0.585 12.7416.00 0.58512.74 12.74 12.740.5850.585 0.624 13.5820.00 0.62413.58 13.58 13.580.6240.624 0.657 14.3024.00 0.65714.30 14.30 14.300.6570.657 Pressure Coefficients GCpi Values when elevation receives positive external pressure 0.80 0.80 0.80 0.80 -0.50 -0.50 -0.490 -0.490 -0.70 -0.70 -0.70 -0.70 GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North South East West 0.180+/-0.180 0.180 0.180+/- Specify Cp Values from Figure 27.3-1 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 0.20Perp:windward 0.20 Parallel:0toh/2 -0.90 -0.90 Parallel:h/2toh -0.90 -0.90 Parallel:hto2h -0.50 -0.50 Parallel:>2h -0.30 -0.30 Parallel:0to>2h -0.180 -0.180 Wind Pressures Wind Pressures when NORTH Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures -8.755 -3.545 Side Wall Pressures -11.215 -6.005 psf psf psf 0.00 5.90 11.11 4.00 5.90 11.11 8.00 5.90 11.11 12.00 5.90 11.11 16.00 6.06 11.27 20.00 6.63 11.84 24.00 7.12 12.33 Roof Pressures . . .Positive Internal Negative Internal Description Pressure (psf)Pressure (psf) Perp:windward -6.29 -1.09 Perp:leeward -9.99 -4.78 Perp:windward -0.14 5.06 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:ASCE 7-16 wind loads ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:51AM Project Descr: Wind Pressures when SOUTH Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures -8.755 -3.545 Side Wall Pressures -11.215 -6.005 psf psf psf 0.00 5.90 11.11 4.00 5.90 11.11 8.00 5.90 11.11 12.00 5.90 11.11 16.00 6.06 11.27 20.00 6.63 11.84 24.00 7.12 12.33 Roof Pressures . . .Positive Internal Negative Internal Description Pressure (psf)Pressure (psf) Perp:windward -6.29 -1.09 Perp:leeward -9.99 -4.78 Perp:windward -0.14 5.06 Wind Pressures when EAST Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures -8.632 -3.422 Side Wall Pressures -11.215 -6.005 psf psf psf 0.00 5.90 11.11 4.00 5.90 11.11 8.00 5.90 11.11 12.00 5.90 11.11 16.00 6.06 11.27 20.00 6.63 11.84 24.00 7.12 12.33 Roof Pressures . . .Positive Internal Negative Internal Description Pressure (psf)Pressure (psf) Parallel:0toh/2 -13.68 -8.47 Parallel:h/2toh -13.68 -8.47 Parallel:hto2h -8.75 -3.55 Parallel:>2h -6.29 -1.09 Parallel:0to>2h -4.82 0.39 Wind Pressures when WEST Elevation receives positive external wind pressure psf Windward Wall Pressures . . . Height Above Base (ft) Positive Internal Negative Internal Pressure (psf)Pressure (psf) Positive Internal Negative Internal Leeward Wall Pressures -8.632 -3.422 Side Wall Pressures -11.215 -6.005 psf psf psf 0.00 5.90 11.11 4.00 5.90 11.11 8.00 5.90 11.11 12.00 5.90 11.11 ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:ASCE 7-16 wind loads ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:51AM Project Descr: 16.00 6.06 11.27 20.00 6.63 11.84 24.00 7.12 12.33 Roof Pressures . . .Positive Internal Negative Internal Description Pressure (psf)Pressure (psf) Parallel:0toh/2 -13.68 -8.47 Parallel:h/2toh -13.68 -8.47 Parallel:hto2h -8.75 -3.55 Parallel:>2h -6.29 -1.09 Parallel:0to>2h -4.82 0.39 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 -1.63 ------4.5315.22' -> 19.75'---North CASE 1 ---Level 1 -3.46 ------9.885.34' -> 15.22'---North CASE 1 ---Level 2 1.63 ------4.5315.22' -> 19.75'---South CASE 1 ---Level 1 3.46 ------9.885.34' -> 15.22'---South CASE 1 ---Level 2 ----3.01 ---4.5315.22' -> 19.75'---East CASE 1 ---Level 1 ----6.39 ---9.885.34' -> 15.22'---East CASE 1 ---Level 2 ---3.01 ---4.5315.22' -> 19.75'---West CASE 1 ---Level 1 ---6.39 ---9.885.34' -> 15.22'---West CASE 2 +/- 4.4Level 2 -1.22 ---3.594.5315.22' -> 19.75'---North CASE 2 +/- 9.3Level 1 -2.60 ---3.599.885.34' -> 15.22'---North CASE 2 +/- 4.4Level 2 1.22 ---3.594.5315.22' -> 19.75'---South CASE 2 +/- 9.3Level 1 2.60 ---3.599.885.34' -> 15.22'---South CASE 2 +/- 15.0Level 2 ----2.25 ---4.5315.22' -> 19.75'6.68East CASE 2 +/- 32.0Level 1 ----4.79 ---9.885.34' -> 15.22'6.68East CASE 2 +/- 15.0Level 2 ---2.25 ---4.5315.22' -> 19.75'6.68West CASE 2 +/- 32.0Level 1 ---4.79 ---9.885.34' -> 15.22'6.68West CASE 3 ---Level 2 -1.22 -2.25 ---4.5315.22' -> 19.75'---North & East CASE 3 ---Level 1 -2.60 -4.79 ---9.885.34' -> 15.22'---North & East CASE 3 ---Level 2 -1.22 2.25 ---4.5315.22' -> 19.75'---North & West CASE 3 ---Level 1 -2.60 4.79 ---9.885.34' -> 15.22'---North & West CASE 3 ---Level 2 1.22 2.25 ---4.5315.22' -> 19.75'---South & West CASE 3 ---Level 1 2.60 4.79 ---9.885.34' -> 15.22'---South & West CASE 3 ---Level 2 1.22 -2.25 ---4.5315.22' -> 19.75'---South & East CASE 3 ---Level 1 2.60 -4.79 ---9.885.34' -> 15.22'---South & East CASE 4 +/- 14.6Level 2 -0.92 -1.69 3.594.5315.22' -> 19.75'6.68North & East CASE 4 +/- 31.0Level 1 -1.95 -3.60 3.599.885.34' -> 15.22'6.68North & East CASE 4 +/- 14.6Level 2 -0.92 1.69 3.594.5315.22' -> 19.75'6.68North & West CASE 4 +/- 31.0Level 1 -1.95 3.60 3.599.885.34' -> 15.22'6.68North & West CASE 4 +/- 14.6Level 2 0.92 1.69 3.594.5315.22' -> 19.75'6.68South & West CASE 4 +/- 31.0Level 1 1.95 3.60 3.599.885.34' -> 15.22'6.68South & West ASCE 7-16 Wind Forces, Chapter 27, Part 1 LIC# : KW-06015584, Build:20.21.12.16 ELR Engineering (c) ENERCALC INC 1983-2021 DESCRIPTION:ASCE 7-16 wind loads ELR Engineering 10508 32nd Ave SW Unit B Seattle, WA 98146 Phone: 206.200.8764 Email: elreng33@gmail.com Project File: 1498 duplex.ec6 Project Title: Engineer:ELR Project ID: Printed: 11 JAN 2022, 8:51AM Project Descr: CASE 4 +/- 14.6Level 2 0.92 -1.69 3.594.5315.22' -> 19.75'6.68South & East CASE 4 +/- 31.0Level 1 1.95 -3.60 3.599.885.34' -> 15.22'6.68South & East Min per ASCE 27.1.5 ---Level 2 -1.73 ------4.5315.22' -> 19.75'---North Min per ASCE 27.1.5 ---Level 1 -3.78 ------9.885.34' -> 15.22'---North Min per ASCE 27.1.5 ---Level 2 1.73 ------4.5315.22' -> 19.75'---South Min per ASCE 27.1.5 ---Level 1 3.78 ------9.885.34' -> 15.22'---South Min per ASCE 27.1.5 ---Level 2 ----3.23 ---4.5315.22' -> 19.75'---East Min per ASCE 27.1.5 ---Level 1 ----7.03 ---9.885.34' -> 15.22'---East Min per ASCE 27.1.5 ---Level 2 ---3.23 ---4.5315.22' -> 19.75'---West Min per ASCE 27.1.5 ---Level 1 ---7.03 ---9.885.34' -> 15.22'---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 -5.09 ---North Case 1 ---North 5.09 ---South Case 1 ---West ----9.39East Case 1 ---East ---9.39West Case 2 +/- 13.7South-3.82 ---North Case 2 +/- 13.7North3.82 ---South Case 2 +/- 47.0West----7.04East Case 2 +/- 47.0East---7.04West Case 3 ---South & West -3.82 -7.04North & East Case 3 ---South & East -3.82 7.04North & West Case 3 ---North & East 3.82 7.04South & West Case 3 ---North & West 3.82 -7.04South & East Case 4 +/- 45.6South & West -2.87 -5.29North & East Case 4 +/- 45.6South & East -2.87 5.29North & West Case 4 +/- 45.6North & East 2.87 5.29South & West Case 4 +/- 45.6North & West 2.87 -5.29South & East Min per ASCE 27.1.5 ---South -5.51 ---North Min per ASCE 27.1.5 ---North 5.51 ---South Min per ASCE 27.1.5 ---West ----10.26East Min per ASCE 27.1.5 ---East ---10.26West ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 206.200.8764 elreng33@gmail.com LATERAL LOADING Story/base shear and diaphragm forces rho (ρ)Client:Mountain Terrace Builders, Inc. Wind (E-W loads)Wind (N-S loads)Seismic WIND 0.6 Sds SEISMIC 0.7 1.3 Project:1498 Duplex/unit Hstory B (< N-S >)L (< E-W >)Alevel N-S loads E-W loads Fpy (N-S)Fpx (E-W)1.043 N-S loads E-W loads Fpxy (both)Date:1/11/2022 Roof 42.29 23.92 1056 Pw x B x L =1.73 1.62 1.73 1.62 Cs x W = 4.99 4.99 4.99 Revised: 8.00 Description:Wind/EQ Design Roof-1 44.5 23.92 1040 Pw x B x L =3.78 3.52 3.78 3.52 Cs x W = 3.17 3.17 5.73 Code: AWC-SDPWS-2015 9.00 Roof-2 0 0 0 Pw x B x L =0.00 0.00 0.00 0.00 Cs x W = 0.00 0.00 0.00 0.00 Base shear > Pw x B x L =5.51 5.13 Cs x W = 8.16 8.16 Summary Design base shear (ASD) >x 0.6 3.31 3.08 kips x ρ x 0.7 7.43 7.43 kips check:OK SHEARWALLS ASD ASD Demand WIND SEISMIC Flexible Flexible Full height wall segments with A.R. <= 3.5:1 (except portal frames - PFXX)Flexible Rigid Flexible Rigid Roof N-S loads Grid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) < H'(if applies)8 < H'(if applies)7 < H'(if applies)6 < H'(if applies)5 < H'(if applies)4 < H'(if applies)3 < H'(if applies)2 11.96 528 0.52 2.27 10.33 50 220 < H'(if applies)1 11.96 528 0.52 2.27 30.50 11.75 12 54 min Li =2.286 OK 23.92 1056 OK 1.04 4.54 E-W loads Grid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) < H'(if applies)H < H'(if applies)G < H'(if applies)F < H'(if applies)E 15.25 405 0.35 1.74 8.92 3.92 27 136 < H'(if applies)D < H'(if applies)C 20.33 491.5 0.47 2.11 4.00 116 528 < H'(if applies)B 6.71 159.5 0.15 0.69 9.58 16 72 < H'(if applies)A min Li =2.286 OK 42.29 1056 OK 0.97 4.54 Roof-1 N-S loads Grid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) < H'(if applies)8 < H'(if applies)7 < H'(if applies)6 < H'(if applies)5 < H'(if applies)4 < H'(if applies)3 < H'(if applies)2 11.96 520 1.65 3.71 19.50 85 190 < H'(if applies)1 11.96 520 1.65 3.71 5.50 7.50 4.75 17.33 47 106 min Li =2.571 OK 23.92 1040 OK 3.31 7.43 E-W loads Grid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) < H'(if applies)H < H'(if applies)G < H'(if applies)F < H'(if applies)E 12.33 296 0.93 2.56 5.83 3.42 2.50 79 218 < H'(if applies)D 22.50 523 1.42 3.07 10.08 141 305 < H'(if applies)C < H'(if applies)B < H'(if applies)A 9.67 221 0.72 1.79 1.83 1.75 201 500 min Li =2.571 OK 44.5 1040 OK 3.08 7.43 ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 206.200.8764 elreng33@gmail.com E D Assumed orientation "E-W" grids C >B Y +A 0,0 1 2 3 4 X + >"N-S" grids Total lateral capacity of shear line with individual segment capacities within the shearline with A.R.i > 2:1 reduced by 2 Li/H per 2015 SDPWS 4.3.3.4.1 for shear lines with more than one shear wall and 1.25-H/8Li per 2015 SDPWS 4.3.4.2 for shear lines with one wall only Governs W6 W4 W3 W2 2W3 2W2 Flexible Rigid W or EQ 2.498 3.651 4.707 6.148 9.415 14.077 W6 EQ 10.216 14.931 19.253 25.147 38.507 57.574 W6 EQ W6 W4 W3 W2 2W3 2W2 Flexible Rigid W or EQ 3.086 4.510 5.815 7.596 11.631 17.390 W6 EQ 0.967 1.414 1.823 2.381 3.646 5.451 W2 EQ 2.316 3.386 4.366 5.702 8.731 13.055 W6 EQ W6 W4 W3 W2 2W3 2W2 Flexible Rigid W or EQ 4.715 6.891 8.886 11.606 17.772 26.573 W6 EQ 8.482 12.397 15.986 20.880 31.972 47.803 W6 EQ W6 W4 W3 W2 2W3 2W2 Flexible Rigid W or EQ 2.374 3.470 4.474 5.844 8.948 13.379 W4 EQ 2.438 3.563 4.595 6.001 9.190 13.740 W4 EQ 0.345 0.504 0.649 0.848 1.299 1.942 PFXX EQ ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 206.200.8764 elreng33@gmail.com Controlling 0.6D + 0.6W 0.6D + 0.7ρE HOLDOWNS Flexible Rigid Flexible Rigid MAX v hd shear Available resisting D WIND SEISMIC 0.6 WIND SEISMIC Roof N-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) 8.00 < Hw 8 8.00 < Hw 7 8.00 < Hw 6 8.00 < Hw 5 8.00 < Hw 4 8.00 < Hw 3 8.00 < Hw 2 10.33 50 220 220 E 140 402 1758 434 -32 1324 8.00 < Hw 1 30.50 11.75 12 54 54 E 140 98 430 1281 -1183 -851 E-W loads Grid L1 L2 L3 L4 L5 L6 8.00 < Hw H 8.00 < Hw G 8.00 < Hw F 8.00 < Hw E 8.92 3.92 27 136 136 E 404 218 1085 1082 -864 3 8.00 < Hw D 8.00 < Hw C 4.00 116 528 528 E 328 932 4227 393 539 3834 holdown 8.00 < Hw B 9.58 16 72 72 E 404 128 573 1162 -1034 -589 8.00 < Hw A Roof-1 N-S loads Grid L1 L2 L3 L4 L5 L6 9.00 < Hw 8 9.00 < Hw 7 9.00 < Hw 6 9.00 < Hw 5 9.00 < Hw 4 9.00 < Hw 3 9.00 < Hw 2 19.50 85 190 190 E 278 763 1714 1626 -863 87 9.00 < Hw 1 5.50 7.50 4.75 17.33 47 106 106 E 278 424 953 1445 -1021 -493 E-W loads Grid L1 L2 L3 L4 L5 L6 9.00 < Hw H 9.00 < Hw G 9.00 < Hw F 9.00 < Hw E 5.83 3.42 2.50 79 218 218 E 607 715 1963 1062 -347 901 9.00 < Hw D 10.08 141 305 305 E 223 1272 2743 675 597 2069 holdown 9.00 < Hw C 9.00 < Hw B 9.00 < Hw A 1.83 1.75 201 500 500 E 150 1500 1809 4499 982 827 3517 holdown Project Information Code:Date: Designer: Client: Project: Wall Line: > 0.6W > 0.7ρE - V (lb) =154 686 - Apply Ωo per 12.3.3.3?Y - Overstrength factor (Ωo) =2.5 - ASCE 7-10 12.4.3.3 ASD stress increase w/Ωo =1.2 - Sds =1.043 - ρ =1.3 V 686 lbf Seismic controls Opening 1 2bs/h 18" minimum per APA >L1 2.96 ft ha1 1.00 ft Adj. Factor 18" minimum per APA >L2 2.63 ft ho1 4.00 ft P1=ho1/L1=1.35 N/A hwall 8.00 ft hb1 3.00 ft P2=ho2/L2=1.52 N/A Lwall 9.58 ft Lo1 4.00 ft 1. Hold-down forces: H = Vhwall/Lwall 573 lbf 6. Unit shear beside opening 123 plf 2. Unit shear above + below opening 123 plf 143 plf 686 lbf OK 3. Total boundary force above + below openings 7. Resistance to corner forces First opening: O1 = va1 x (Lo1) =573 lbf R1 = V1*L1 =363 lbf R2 = V2*L2 =322 lbf 4. Corner forces F1 = O1(L1)/(L1+L2) =303 lbf 8. Difference corner force + resistance F2 = O1(L2)/(L1+L2) =269 lbf R1-F1 =60 lbf R2-F2 =53 lbf 5. Tributary length of openings T1 = (L1*Lo1)/(L1+L2) =2.12 ft 9. Unit shear in corner zones T2 = (L2*Lo1)/(L1+L2) =1.88 ft vc1 = (R1-F1)/L1 =20 plf vc2 = (R2-F2)/L2 =20 plf 10. Net hold-down forces Holdowns (overturning) Hwind =128 lbf < (0.6W) Hseismic =1101 lbf < (0.7ΩoE/ρ) Holdowns (Dead resisting) Uniform =404 plf Conc. =0 lbf Hwind (net) =-1034 lbf < (0.6D+0.6W) Hseismic (net) =-658 lbf < (0.6-0.14Sds)D+(0.7ΩoE/ρ) Check Summary of Shear Values for One Opening Line 1: vc1(ha1+hb1)+V1(ho1)=H?81 491 573 lbf Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?573 81 491 0 Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?573 81 491 0 Line 4: vc2(ha1+hb1)+V2(ho1)=H?81 491 573 lbf 143 plf Seismic controls W6 4-Term Deflection 0.118 in.3-Term Deflection 0.138 in. 303 lbf One side > CS16 x 115 inches 4-Term Story Drift %0.123%3-Term Story Drift %0.144% -658 lbf NONE OK 2.50%OK 72 plf OneOpen IBC > SDPWS > APA 1/11/2022 ELR Mountain Terrace Builders, Inc. 1498 Duplex/unit Upper Grid B - 9'-7" Shear Wall Calculation Variables Adj. Factor Method = Wall Pier Aspect Ratio V1 = (V/L)(L1+T1)/L1 = V2 = (V/L)(T2+L2)/L2 = First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V? Design Summary* Req. Sheathing Capacity Req. Strap Force Req. HD Force - H(net) Req. Shear Wall Anchorage Force (vmax) *The Design Summary assumes that the shear wall is designed as blocked.