HomeMy WebLinkAboutML 1 Struct Calcs 2206
STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 2206
February 20, 2026
Client: Mountain Terrace Builders
Site: 16803 Canal Road SE
Yelm, WA 98597
Latitude = 46.946564, Longitude = -122.586454, Elevation = 352
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. RICE02/21/2026
ELR Engineering Project: Mountain Terrace Builders/RHD – 2206
10508 32nd Ave SW Unit B Job No. Figured by: ELR
Seattle, WA 98146 Checked by: Date: 2/20/2026 Sheet: 2
phone: (206) 200-8764
email: elreng33@gmail.com
Scope of Work:
ELR Engineering was asked to provide permit submittal structural calculations and the supporting structural sheets
for the proposed Rueppell Home Design Plan 2206 for Mountain Terrace Builders. Our structural engineering
information is shown in these calculations and on the submitted structural sheets. The information in these
calculations conforms to the 2021 International Building & Residential Codes as amended by the local jurisdiction.
These calculations and associated S-sheets 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
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GENERAL STRUCTURAL NOTES
(Unless noted otherwise on plans and details)
CODES AND SPECIFICATIONS
1. International Building Code(IBC)/International Residential Code(IRC) - 2021 edition with local
jurisdiction amendments as applicable
2. ASCE/SEI 7-16 w/supplement 1 - Minimum Design Loads for Buildings and Other Structures
3. AWC NDS-2018/AWC SPDWS 2021/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 318-19 - 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-2018 - 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 = 0.463, SDS = 1.028, SD1 = 0.567, 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: 17 psf
Live: 20 psf
Snow: 25 psf (Ps)
4. Floor - Dead: 15 psf (non-truss floor), 15 psf (truss floor)
Live: 40 psf, 60 psf at decks
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 2304.10.2 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/APA 190.1-2017 and ASTM D3737-2018E1.
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.
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 (Max UTIL %)Current Solution Comments
1 Passed (83% M)1 piece(s) 4 x 8 DF No.2
Upper Floor
Member Name Results (Max UTIL %)Current Solution Comments
1 Passed (26% R)1 piece(s) 2 x 8 HF No.2 @ 24" OC
2 Passed (39% ΔT)1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
3 Passed (89% R)1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
4 Passed (48% R)1 piece(s) 4 x 8 DF No.2
5 Passed (82% M)1 piece(s) 6 x 10 DF No.2
6-FLUSH Passed (60% M+)1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
6-DROPPED Passed (60% M+)1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
7 Passed (63% R)1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam
Main Floor
Member Name Results (Max UTIL %)Current Solution Comments
1 Passed (72% R)1 piece(s) 6 x 10 DF No.2
2 Passed (56% M)1 piece(s) 4 x 8 DF No.2
3 Passed (48% M)1 piece(s) 4 x 8 DF No.2
RHD - 2206
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 1 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1825 @ 0 3281 (1.50")Passed (56%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1399 @ 8 3/4"3502 Passed (40%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2851 @ 3' 1 1/2"3438 Passed (83%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.066 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.113 @ 3' 1 1/2"0.313 Passed (L/665)--1.0 D + 1.0 S (All Spans)
Member Length : 6' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"751 1074 1825 None
2 - Trimmer - HF 1.50"1.50"1.50"751 1074 1825 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 6.4 --
1 - Uniform (PSF)0 to 6' 3"13' 9"17.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Roof, 1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 3 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)234 @ 6' 10 1/2"911 (1.50")Passed (26%)--1.0 D + 1.0 S (Alt Spans)
Shear (lbs)185 @ 6' 3 5/8"1251 Passed (15%)1.15 1.0 D + 1.0 S (Alt Spans)
Moment (Ft-lbs)319 @ 4' 1 3/4"1477 Passed (22%)1.15 1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)0.019 @ 4' 15/16"0.298 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.032 @ 4' 1 1/16"0.397 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Member Length : 7' 5 3/8"
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 4/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Overhang deflection criteria: LL (2L/240) and TL (2L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15% increase in the moment capacity has been added to account for repetitive member usage.
•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.
• 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Variable Slope Connector - GLB 5.50"Connector 1.50"150 209 359 Blocking
2 - Hanger on 7 1/4" HF Ledger 1.50"Hanger¹1.50"101 144 245 See note ¹
•Maximum allowable bracing intervals based on applied load.
•Dimensions for lateral bracing intervals are measured along the length of the member for sloped conditions.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 3" o/c
Bottom Edge (Lu)7' 3" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger LRU28Z 1.94"N/A 6-10dx1.5 5-10d
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Snow
Vertical Load Location (Side)Spacing (0.90)(1.15)Comments
1 - Uniform (PSF)0 to 7'24"17.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 1
1 piece(s) 2 x 8 HF No.2 @ 24" OC
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 4 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1532 @ 4"19663 (5.50")Passed (8%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1301 @ 1' 2 1/2"10057 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)5629 @ 8'17078 Passed (33%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.216 @ 8'0.767 Passed (L/851)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.396 @ 8'1.022 Passed (L/465)--1.0 D + 1.0 S (All Spans)
Member Length : 16'
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
Member Pitch : 0/12
•Deflection criteria: LL (L/240) and TL (L/180).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Volume factor of 1.00 was calculated for positive bending using length L = 15' 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 Snow Factored Accessories
1 - Column - HF 5.50"5.50"1.50"696 836 1532 Blocking
2 - Column - HF 5.50"5.50"1.50"696 836 1532 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' o/c
Bottom Edge (Lu)16' o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Snow
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16'N/A 12.0 --
1 - Uniform (PLF)0 to 16' (Top)N/A 75.0 104.5 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 2
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 5 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9504 @ 9' 6"10725 (3.00")Passed (89%)--1.0 D + 0.75 L + 0.75 S (Adj Spans)
Shear (lbs)7459 @ 10' 4 1/2"10057 Passed (74%)1.15 1.0 D + 1.0 S (Adj Spans)
Pos Moment (Ft-lbs)4147 @ 10' 5"17078 Passed (24%)1.15 1.0 D + 1.0 S (Alt Spans)
Neg Moment (Ft-lbs)-3314 @ 9' 6"13164 Passed (25%)1.15 1.0 D + 0.75 L + 0.75 S (Adj Spans)
Live Load Defl. (in)0.007 @ 11' 1 1/8"0.108 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.011 @ 11' 1 1/4"0.162 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Member Length : 12' 9"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Volume factor of 1.00 was calculated for positive bending using length L = 2' 10 5/8".
•Volume factor of 1.00 was calculated for negative bending using length L = 2' 6 9/16".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"256 525/-257 259 843/-1 None
2 - Trimmer - HF 3.00"3.00"1.50"1015 1986 509 3001 None
3 - Trimmer - HF 3.00"3.00"2.66"4227 1986 5049 9504 None
4 - Trimmer - HF 1.50"1.50"1.50"1164 525/-257 1594 2759 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 9" o/c
Bottom Edge (Lu)12' 9" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 9"N/A 12.0 ----
1 - Uniform (PSF)0 to 10' 5"2'17.0 --25.0
2 - Uniform (PSF)10' 5" to 12' 9"13' 9"17.0 --25.0
3 - Point (lb)10' 5"N/A 3316 --4876
4 - Uniform (PLF)0 to 12' 9"N/A 50.5 --72.0 Linked from: 1,
Support 2
5 - Uniform (PSF)0 to 12' 9"8' 7 1/2"15.0 40.0 --
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 3
1 piece(s) 5 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 6 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1571 @ 0 3281 (1.50")Passed (48%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)866 @ 8 3/4"3502 Passed (25%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1277 @ 1' 7 1/2"3438 Passed (37%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.007 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.014 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 3' 3"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
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 Floor Live Snow Factored Accessories
1 - Trimmer - HF 1.50"1.50"1.50"732 561 559 1571 None
2 - Trimmer - HF 1.50"1.50"1.50"732 561 559 1571 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 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 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"13' 9"17.0 --25.0 Default Load
2 - Uniform (PSF)0 to 3' 3"8' 1"10.0 ----Default Load
3 - Uniform (PSF)0 to 3' 3"8' 7 1/2"15.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 4
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 8 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2827 @ 2"12031 (3.50")Passed (23%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2028 @ 1' 1"5922 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)4957 @ 3' 10"6032 Passed (82%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.067 @ 3' 10"0.244 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.094 @ 3' 10"0.367 Passed (L/937)--1.0 D + 1.0 L (All Spans)
Member Length : 7' 8"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
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.
• 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 Factored Accessories
1 - Column - DF 3.50"3.50"1.50"808 2019 2827 Blocking
2 - Column - DF 3.50"3.50"1.50"808 2019 2827 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)7' 8" o/c
Bottom Edge (Lu)7' 8" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 7' 8"N/A 13.2 --
1 - Uniform (PSF)0 to 7' 8" (Top)13' 2"15.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 5
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 9 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7276 @ 4"12251 (5.50")Passed (59%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)5851 @ 1' 11 1/2"17490 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)33995 @ 10'57109 Passed (60%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.334 @ 10'0.644 Passed (L/694)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.475 @ 10'0.967 Passed (L/488)--1.0 D + 1.0 L (All Spans)
Member Length : 20'
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Volume factor of 0.96 was calculated for positive bending 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 Factored Accessories
1 - Stud wall - HF 5.50"5.50"3.27"2159 5117 7276 Blocking
2 - Stud wall - HF 5.50"5.50"3.27"2159 5117 7276 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' o/c
Bottom Edge (Lu)20' o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 20'N/A 24.1 --
1 - Uniform (PSF)0 to 20' (Back)8' 7 1/2"15.0 40.0 Default Load
2 - Uniform (PSF)0 to 20' (Front)4' 2"15.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 6-FLUSH
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 10 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7276 @ 4"19663 (5.50")Passed (37%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)5851 @ 1' 11 1/2"17490 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)33995 @ 10'57109 Passed (60%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.334 @ 10'0.644 Passed (L/694)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.475 @ 10'0.967 Passed (L/488)--1.0 D + 1.0 L (All Spans)
Member Length : 20'
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Volume factor of 0.96 was calculated for positive bending 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 Factored Accessories
1 - Column - DF 5.50"5.50"2.04"2159 5117 7276 Blocking
2 - Column - DF 5.50"5.50"2.04"2159 5117 7276 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)20' o/c
Bottom Edge (Lu)20' o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 20'N/A 24.1 --
1 - Uniform (PSF)0 to 20' (Back)8' 7 1/2"15.0 40.0 Default Load
2 - Uniform (PSF)0 to 20' (Front)4' 2"15.0 40.0 Default Load
Member Notes
(converted from: Floor Flush Beam)
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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 6-DROPPED
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 11 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7841 @ 2"12513 (3.50")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)6538 @ 1' 8"18437 Passed (35%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)32714 @ 6' 7 11/16"56557 Passed (58%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.216 @ 8' 2 13/16"0.550 Passed (L/918)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.418 @ 8' 2 11/16"0.825 Passed (L/474)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 16' 10"
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Volume factor of 0.99 was calculated for positive bending using length L = 16' 6".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - DF 3.50"3.50"2.19"3868 2171 3126 7841 None
2 - Trimmer - DF 3.50"3.50"1.86"3188 3068 1525 6633 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 10" o/c
Bottom Edge (Lu)16' 10" o/c
Dead Floor Live Snow
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 10"N/A 22.1 ----
1 - Uniform (PSF)0 to 6' 1"13' 9"17.0 --25.0 Default Load
2 - Point (lb)6' 4"N/A 1295 --1904
3 - Uniform (PSF)0 to 6' 1"8' 1"10.0 ----Default Load
4 - Uniform (PSF)0 to 6' 1"4' 2"15.0 40.0 --Default Load
5 - Uniform (PLF)6' 1" to 16' 10"N/A 141.0 --61.0
6 - Uniform (PLF)6' 1" to 16' 10"N/A 147.0 393.0 --
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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Upper Floor, 7
1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 12 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)8703 @ 22' 5"12031 (3.50")Passed (72%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)3589 @ 21' 5 3/4"5922 Passed (61%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-4321 @ 22' 5"6032 Passed (72%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.023 @ 19' 10 3/4"0.172 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.024 @ 29' 1"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 29' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (0.2").
•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.
• 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 Factored Accessories
1 - Column - HF 3.50"3.50"1.72"1859 4068 5926 Blocking
2 - Column - HF 3.50"3.50"2.41"2482 5813 8295 Blocking
3 - Column - HF 3.50"3.50"2.51"2356 6269 8625 Blocking
4 - Column - HF 3.50"3.50"1.53"1274 3997 5271 Blocking
5 - Column - HF 3.50"3.50"2.53"2583 6121 8703 Blocking
6 - Column - HF 3.50"3.50"1.57"1685 3723 5407 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)29' 1" o/c
Bottom Edge (Lu)29' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 29' 1"N/A 13.2 --
1 - Uniform (PSF)0 to 29' 1" (Top)8' 9"15.0 40.0 Default Load
2 - Point (lb)12' 8" (Top)N/A 808 2019 Linked from: 5,
Support 1
3 - Point (lb)20' (Top)N/A 808 2019 Linked from: 5,
Support 2
4 - Uniform (PSF)0 to 12' 8" (Top)9' 1"10.0 --
5 - Uniform (PSF)20' to 29' 1" (Top)9' 1"10.0 --
6 - Uniform (PSF)0 to 12' 8" (Top)14' 3"15.0 40.0
7 - Uniform (PSF)20' to 29' 1" (Top)12' 9"15.0 40.0
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Main Floor, 1
1 piece(s) 6 x 10 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 13 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3939 @ 17' 3"7656 (3.50")Passed (51%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1440 @ 18'3045 Passed (47%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1673 @ 17' 3"2989 Passed (56%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.017 @ 19' 6 3/8"0.147 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.021 @ 19' 6 3/4"0.221 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 23' 5"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•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 Factored Accessories
1 - Column - HF 3.50"3.50"1.50"430 1134 1564 Blocking
2 - Column - HF 3.50"3.50"1.50"518 1621 2139 Blocking
3 - Column - HF 3.50"3.50"1.50"764 1641 2405 Blocking
4 - Column - HF 3.50"3.50"1.80"1388 2551 3939 Blocking
5 - Column - HF 3.50"3.50"1.50"533 1319 1851 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)23' 5" o/c
Bottom Edge (Lu)23' 5" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 23' 5"N/A 6.4 --
1 - Uniform (PSF)0 to 23' 5" (Top)6' 4 1/2"15.0 40.0 Default Load
2 - Uniform (PSF)12' 2" to 20' 6" (Top)9' 1"10.0 --
3 - Uniform (PSF)15' 6" to 20' 6" (Top)6' 4 9/16"15.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Main Floor, 2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 15 / 16
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2904 @ 6' 11"7656 (3.50")Passed (38%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1118 @ 6' 2"3045 Passed (37%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1431 @ 6' 11"2989 Passed (48%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.023 @ 4' 2 9/16"0.172 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.024 @ 29' 1"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 29' 1"
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (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 Factored Accessories
1 - Column - HF 3.50"3.50"1.50"565 1531 2096 Blocking
2 - Column - HF 3.50"3.50"1.50"731 2173 2904 Blocking
3 - Column - HF 3.50"3.50"1.50"694 2119 2813 Blocking
4 - Column - HF 3.50"3.50"1.50"703 2121 2824 Blocking
5 - Column - HF 3.50"3.50"1.50"704 2115 2819 Blocking
6 - Column - HF 3.50"3.50"1.50"552 1504 2056 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)29' 1" o/c
Bottom Edge (Lu)29' 1" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 29' 1"N/A 6.4 --
1 - Uniform (PSF)0 to 29' 1" (Top)8' 7 1/2"15.0 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 Architect/Designer: Rueppell Home Design
Weyerhaeuser Notes
Drawing is Conceptual. All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal (typ.).
MEMBER REPORT PASSED
Main Floor, 3
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 2/20/2026 4:43:24 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0, Engine: V8.4.5.1, Data: V25.26.55.57
File Name: RHD - 2206
Client: Mountain Terrace Builders
Project: RHD - 2206
Page 16 / 16
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
phone: (206) 200-8764
email: elreng33@gmail.com
Lateral Calculations
ASCE Hazards Report
Address:
No Address at This Location
Standard:ASCE/SEI 7-16 Latitude:46.946564
Risk Category:II Longitude:-122.586454
Soil Class:D - Default (see
Section 11.4.3)
Elevation:352.04760859491944 ft
(NAVD 88)
Wind
Results:
Wind Speed 97 Vmph
10-year MRI 67 Vmph
25-year MRI 73 Vmph
50-year MRI 77 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Thu Feb 19 2026
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2.
Page 1 of 3https://ascehazardtool.org/Thu Feb 19 2026
SS : 1.285
S1 : 0.463
F a : 1.2
F v : N/A
SMS : 1.542
SM1 : N/A
SDS : 1.028
SD1 : N/A
T L : 16
PGA : 0.501
PGA M : 0.601
F PGA : 1.2
Ie : 1
C v : 1.357
Seismic
Site Soil Class:
Results:
Data Accessed:
Date Source:
D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.
Thu Feb 19 2026
Page 2 of 3https://ascehazardtool.org/Thu Feb 19 2026
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 10:20AM
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: RHD - 2206
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.285
Longitude = 0.000 deg West
S
Latitude = 0.000
g, 0.2 sec response
deg North
S 0.46301 g, 1.0 sec response=
For the closest datapoint grid location . . .
Site Class, Site Coeff. and Design Category
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 =0.851M1 ASCE 7-16 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-16 Eq. 11.4-3S = S * 2/3 =1.028DS MS
=0.567 ASCE 7-16 Eq. 11.4-4S = S * 2/3D1 M1
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 =23.260 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
16.000"TL" : Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 sec
Ta = Ct * (hn ^ x) =0.212
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected= 0.212
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 10:20AM
Project Descr:
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral ResponseDS =1.0281.028
From Eq. 12.8-2, Preliminary Cs =0.158
Upper limit on SDS =0.000
SDS used for CS calc =1.028
" R " : Response Modification Factor =6.500
From Eq. 12.8-3 & 12.8-4 , Cs need not exceed 0.412=
" I " : Seismic Importance Factor =1
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.045
=Cs : Seismic Response Coefficient 0.1582
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =79.81 kCs = 0.1582 from 12.8.1.1
Seismic Base Shear V = Cs * W =12.62 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 36.71 19.33 709.60 0.6281 7.93 7.93 0.00
1 43.10 9.75 420.23 0.3719 4.69 12.62 75.95
Sum Wi = 79.81 k Total Base Shear =12.62 k
Base Moment =
1,129.83 k-ftSum Wi * Hi =
199.0 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 36.71 7.93 7.93 36.71 7.93 7.55 15.10 7.93 7.93
1 43.10 4.69 12.62 79.81 6.82 8.86 17.72 8.86 8.86
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-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
RHD - 2206
Basic Values
2
100.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
32.0
50.0
23.260
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
per ASCE 7-16 Fig. 26.5-1 & 26.5-2
Building Story Data
Level Description
hi E : XStory Ht E : XR
ft ft
R
ftft
Upper 9.5819.33 0.000 0.000
Lower 9.759.75 0.000 0.000
Gust Factor For wind coming from direction indicated
North =
East =0.850 West =0.850
0.850 South =0.850
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
Check that Building Qualifies as "OPEN"
Roof Total
ft^2 4,726.0 ft^2
ft^2
1,554.0
0.0 ft^20.0
967.0
0.0
967.0
0.0
619.0
0.0
619.0
ft^2 0.0
North Wall South Wall East Wall
ft^2
ft^2
West Wall
ft^2ft^2
ft^2
ft^2
ft^2
Agross
Aopenings
Aopenings >= 0.8 * Agross ?No No
Building does NOT qualify as OPEN
NoNo
Enclosure
North Wall . . . .
Building qualifies as "ENCLOSED" when the North wall receives positive external pressure.
Reference Area = Smaller of 4 sq. ft. or 1% of Agross 4.0 ft^2
Is Ao < Reference Area ?Yes
Continue to check this direction for ENCLOSED
South Wall . . . .
Building qualifies as "ENCLOSED" when the South wall receives positive external pressure.
Reference Area = Smaller of 4 sq. ft. or 1% of Agross 4.0 ft^2
Is Ao < Reference Area ?Yes
Continue to check this direction for ENCLOSED
East Wall . . . .
Building qualifies as "ENCLOSED" when the East wall receives positive external pressure.
Reference Area = Smaller of 4 sq. ft. or 1% of Agross 4.0 ft^2
Is Ao < Reference Area ?Yes
Continue to check this direction for ENCLOSED
West Wall . . . .
Building qualifies as "ENCLOSED" when the West wall receives positive external pressure.
Reference Area = Smaller of 4 sq. ft. or 1% of Agross 4.0 ft^2
Is Ao < Reference Area ?Yes
Continue to check this direction for ENCLOSED
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 =0.6515 South Wall =0.6515 psf East Wall = 0.6515 psf West Wall =0.6515 psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) :
North Wall =14.176 psf South Wall =14.176 psf East Wall = 14.176 psf West Wall =14.176 psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
Height Above Base (ft)
North Elevation East Elevation West Elevation
Kz qz Kz qzKz qz Kz qz
South Elevation
0.575 12.510.00 0.57512.51 12.51 12.510.5750.575
0.575 12.515.00 0.57512.51 12.51 12.510.5750.575
0.575 12.5110.00 0.57512.51 12.51 12.510.5750.575
0.575 12.5115.00 0.57512.51 12.51 12.510.5750.575
0.624 13.5820.00 0.62413.58 13.58 13.580.6240.624
0.651 14.1823.26 0.65114.18 14.18 14.180.6510.651
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
Pressure Coefficients GCpi Values when elevation receives positive external pressure
0.80 0.80 0.80 0.80
-0.50 -0.50 -0.390 -0.390
-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
-0.330Perp: windward -0.330
-0.60Perp: leeward -0.60
0.150Perp: windward 0.150
Perp: windward -0.260 -0.260
Perp: leeward -0.60 -0.60
Perp: windward 0.20 0.20
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 -8.576 -3.473
Side Wall Pressures -10.986 -5.883
psf
psf psf
0.00 5.95 11.06
5.00 5.95 11.06
10.00 5.95 11.06
15.00 5.95 11.06
20.00 6.68 11.78
23.26 7.09 12.19
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf) Pressure (psf)
Perp: windward -6.53 -1.42
Perp: leeward -9.78 -4.68
Perp: windward -0.74 4.36
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 -8.576 -3.473
Side Wall Pressures -10.986 -5.883
psf
psf psf
0.00 5.95 11.06
5.00 5.95 11.06
10.00 5.95 11.06
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
15.00 5.95 11.06
20.00 6.68 11.78
23.26 7.09 12.19
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf) Pressure (psf)
Perp: windward -6.53 -1.42
Perp: leeward -9.78 -4.68
Perp: windward -0.74 4.36
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 -7.251 -2.148
Side Wall Pressures -10.986 -5.883
psf
psf psf
0.00 5.95 11.06
5.00 5.95 11.06
10.00 5.95 11.06
15.00 5.95 11.06
20.00 6.68 11.78
23.26 7.09 12.19
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf) Pressure (psf)
Perp: windward -5.68 -0.58
Perp: leeward -9.78 -4.68
Perp: windward -0.14 4.96
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 -7.251 -2.148
Side Wall Pressures -10.986 -5.883
psf
psf psf
0.00 5.95 11.06
5.00 5.95 11.06
10.00 5.95 11.06
15.00 5.95 11.06
20.00 6.68 11.78
23.26 7.09 12.19
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf) Pressure (psf)
Perp: windward -5.68 -0.58
Perp: leeward -9.78 -4.68
Perp: windward -0.14 4.96
Story Forces for Design Wind Load Cases
Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.
Load Case Windward Wall
Eccentricity for (ft)Wind Shear Components (k)
In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height
CASE 1 ---Level 2 -3.55 ------4.7914.54' -> 19.33'---North
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
CASE 1 ---Level 1 -7.02 ------9.674.88' -> 14.54'---North
CASE 1 ---Level 2 3.55 ------4.7914.54' -> 19.33'---South
CASE 1 ---Level 1 7.02 ------9.674.88' -> 14.54'---South
CASE 1 ---Level 2 --- -2.07 ---4.7914.54' -> 19.33'---East
CASE 1 ---Level 1 --- -4.08 ---9.674.88' -> 14.54'---East
CASE 1 ---Level 2 --- 2.07 ---4.7914.54' -> 19.33'---West
CASE 1 ---Level 1 --- 4.08 ---9.674.88' -> 14.54'---West
CASE 2 +/- 20.0Level 2 -2.66 ---7.504.7914.54' -> 19.33'---North
CASE 2 +/- 39.5Level 1 -5.27 ---7.509.674.88' -> 14.54'---North
CASE 2 +/- 20.0Level 2 2.66 ---7.504.7914.54' -> 19.33'---South
CASE 2 +/- 39.5Level 1 5.27 ---7.509.674.88' -> 14.54'---South
CASE 2 +/- 7.4Level 2 --- -1.55 ---4.7914.54' -> 19.33'4.80East
CASE 2 +/- 14.7Level 1 --- -3.06 ---9.674.88' -> 14.54'4.80East
CASE 2 +/- 7.4Level 2 --- 1.55 ---4.7914.54' -> 19.33'4.80West
CASE 2 +/- 14.7Level 1 --- 3.06 ---9.674.88' -> 14.54'4.80West
CASE 3 ---Level 2 -2.66 -1.55 ---4.7914.54' -> 19.33'---North & East
CASE 3 ---Level 1 -5.27 -3.06 ---9.674.88' -> 14.54'---North & East
CASE 3 ---Level 2 -2.66 1.55 ---4.7914.54' -> 19.33'---North & West
CASE 3 ---Level 1 -5.27 3.06 ---9.674.88' -> 14.54'---North & West
CASE 3 ---Level 2 2.66 1.55 ---4.7914.54' -> 19.33'---South & West
CASE 3 ---Level 1 5.27 3.06 ---9.674.88' -> 14.54'---South & West
CASE 3 ---Level 2 2.66 -1.55 ---4.7914.54' -> 19.33'---South & East
CASE 3 ---Level 1 5.27 -3.06 ---9.674.88' -> 14.54'---South & East
CASE 4 +/- 20.6Level 2 -2.00 -1.17 7.504.7914.54' -> 19.33'4.80North & East
CASE 4 +/- 40.7Level 1 -3.95 -2.30 7.509.674.88' -> 14.54'4.80North & East
CASE 4 +/- 20.6Level 2 -2.00 1.17 7.504.7914.54' -> 19.33'4.80North & West
CASE 4 +/- 40.7Level 1 -3.95 2.30 7.509.674.88' -> 14.54'4.80North & West
CASE 4 +/- 20.6Level 2 2.00 1.17 7.504.7914.54' -> 19.33'4.80South & West
CASE 4 +/- 40.7Level 1 3.95 2.30 7.509.674.88' -> 14.54'4.80South & West
CASE 4 +/- 20.6Level 2 2.00 -1.17 7.504.7914.54' -> 19.33'4.80South & East
CASE 4 +/- 40.7Level 1 3.95 -2.30 7.509.674.88' -> 14.54'4.80South & East
Min per ASCE 27.1.5 ---Level 2 -3.83 ------4.7914.54' -> 19.33'---North
Min per ASCE 27.1.5 ---Level 1 -7.73 ------9.674.88' -> 14.54'---North
Min per ASCE 27.1.5 ---Level 2 3.83 ------4.7914.54' -> 19.33'---South
Min per ASCE 27.1.5 ---Level 1 7.73 ------9.674.88' -> 14.54'---South
Min per ASCE 27.1.5 ---Level 2 --- -2.45 ---4.7914.54' -> 19.33'---East
Min per ASCE 27.1.5 ---Level 1 --- -4.95 ---9.674.88' -> 14.54'---East
Min per ASCE 27.1.5 ---Level 2 --- 2.45 ---4.7914.54' -> 19.33'---West
Min per ASCE 27.1.5 ---Level 1 --- 4.95 ---9.674.88' -> 14.54'---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 +X
In "Y" Direction In "X" Direction Mt, (ft-k)
Case 1 ---South -10.57 ---North
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.02.18 ELR Engineering (c) ENERCALC, LLC 1982-2026
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: 2206.ec6
Project Title:RHD - 2206
Engineer:ELR
Project ID:
Printed: 19 FEB 2026, 11:28AM
Project Descr:
Case 1 ---North 10.57 ---South
Case 1 ---West --- -6.15East
Case 1 ---East --- 6.15West
Case 2 +/- 59.5South -7.93 ---North
Case 2 +/- 59.5North 7.93 ---South
Case 2 +/- 22.2West --- -4.61East
Case 2 +/- 22.2East --- 4.61West
Case 3 ---South & West -7.93 -4.61North & East
Case 3 ---South & East -7.93 4.61North & West
Case 3 ---North & East 7.93 4.61South & West
Case 3 ---North & West 7.93 -4.61South & East
Case 4 +/- 61.3South & West -5.95 -3.46North & East
Case 4 +/- 61.3South & East -5.95 3.46North & West
Case 4 +/- 61.3North & East 5.95 3.46South & West
Case 4 +/- 61.3North & West 5.95 -3.46South & East
Min per ASCE 27.1.5 ---South -11.56 ---North
Min per ASCE 27.1.5 ---North 11.56 ---South
Min per ASCE 27.1.5 ---West --- -7.40East
Min per ASCE 27.1.5 ---East --- 7.40West
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Project Information
Code:Date:
Designer:
Client:
Project:
Wall ID:
> 0.6W > 0.7ρE
- V (lb) =352 1721
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =1.028
- ρ =1.3
V 1721 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 3.17 ft ha1 1.08 ft Adj. Factor
L2 3.25 ft ho1 4.50 ft P1=ho1/L1=1.42 N/A
hwall 8.08 ft hb1 2.50 ft P2=ho2/L2=1.38 N/A
Lwall 12.42 ft Lo1 6.00 ft
1. Hold-down forces: H = Vhwall/Lwall 1120 lbf 6. Unit shear beside opening
268 plf
2. Unit shear above + below opening 268 plf
313 plf 1721 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1876 lbf R1 = V1*L1 =849 lbf
R2 = V2*L2 =872 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =926 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =950 lbf R1-F1 =-77 lbf
R2-F2 =-79 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =2.96 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.04 ft vc1 = (R1-F1)/L1 =-24 plf
vc2 = (R2-F2)/L2 =-24 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =229 lbf < (0.6W)
Hseismic =1120 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =149 plf
Conc. =0 lbf
Hwind (net) =-325 lbf < (0.6D+0.6W)
Hseismic (net) =278 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-87 1207 1120 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1120 -87 1207 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?1120 -87 1207 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?-87 1207 1120 lbf
313 plf Seismic controls W4 4-Term Deflection 3-Term Deflection
950 lbf One side > CS16 x 30 inches 4-Term Story Drift % 3-Term Story Drift %
278 lbf NONE
139 plf
*The Design Summary assumes that the shear wall is designed as blocked.
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)
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 2/19/2026
ELR
Mountain Terrace Builders
RHD-2206
Upper Grid A - 12'-5"
Shear Wall Calculation Variables
Adj. Factor Method =
Wall Pier Aspect Ratio
Project Information
Code:Date:
Designer:
Client:
Project:
Wall ID:
> 0.6W > 0.7ρE
- V (lb) =371 1813
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =1.028
- ρ =1.3
V 1813 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 4.04 ft ha1 1.08 ft Adj. Factor
L2 4.04 ft ho1 4.00 ft P1=ho1/L1=0.99 N/A
hwall 8.08 ft hb1 3.00 ft P2=ho2/L2=0.99 N/A
Lwall 13.08 ft Lo1 5.00 ft
1. Hold-down forces: H = Vhwall/Lwall 1120 lbf 6. Unit shear beside opening
224 plf
2. Unit shear above + below opening 224 plf
274 plf 1813 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1372 lbf R1 = V1*L1 =906 lbf
R2 = V2*L2 =906 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =686 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =686 lbf R1-F1 =221 lbf
R2-F2 =221 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =2.50 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.50 ft vc1 = (R1-F1)/L1 =55 plf
vc2 = (R2-F2)/L2 =55 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =229 lbf < (0.6W)
Hseismic =1120 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =149 plf
Conc. =0 lbf
Hwind (net) =-355 lbf < (0.6D+0.6W)
Hseismic (net) =232 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?223 897 1120 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1120 223 897 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?1120 223 897 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?223 897 1120 lbf
274 plf Seismic controls W4 4-Term Deflection 3-Term Deflection
686 lbf One side > CS16 x 30 inches 4-Term Story Drift % 3-Term Story Drift %
232 lbf NONE
139 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 2/19/2026
ELR
Mountain Terrace Builders
RHD-2206
Upper Grid A - 13'-1"
Shear Wall Calculation Variables
Adj. Factor Method =
Wall Pier Aspect Ratio
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.
Project Information
Code:Date:
Designer:
Client:
Project:
Wall ID:
> 0.6W > 0.7ρE
- V (lb) =754 2728
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =1.028
- ρ =1.3
V 2728 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 4.38 ft ha1 1.08 ft Adj. Factor
L2 6.00 ft ho1 4.50 ft P1=ho1/L1=1.03 N/A
hwall 9.08 ft hb1 3.50 ft P2=ho2/L2=0.75 N/A
Lwall 14.33 ft Lo1 3.96 ft
1. Hold-down forces: H = Vhwall/Lwall 1729 lbf 6. Unit shear beside opening
263 plf
2. Unit shear above + below opening 263 plf
377 plf 2728 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1493 lbf R1 = V1*L1 =1151 lbf
R2 = V2*L2 =1578 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =630 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =864 lbf R1-F1 =521 lbf
R2-F2 =714 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =1.67 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.29 ft vc1 = (R1-F1)/L1 =119 plf
vc2 = (R2-F2)/L2 =119 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =478 lbf < (0.6W)
Hseismic =1729 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =190 plf
Conc. =0 lbf
Hwind (net) =-341 lbf < (0.6D+0.6W)
Hseismic (net) =484 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?546 1183 1729 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1729 546 1183 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?1729 546 1183 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?546 1183 1729 lbf
377 plf Seismic controls W3 4-Term Deflection 3-Term Deflection
864 lbf One side > CS16 x 30 inches 4-Term Story Drift % 3-Term Story Drift %
484 lbf NONE
190 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 2/19/2026
ELR
Mountain Terrace Builders
RHD-2206
Lower Grid C - 14'-4"
Shear Wall Calculation Variables
Adj. Factor Method =
Wall Pier Aspect Ratio
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.
Project Information
Code:Date:
Designer:
Client:
Project:
Wall ID:
0.25 0.5
> 0.6W > 0.7ρE
- V (lb) =929 3263
- Apply Ωo per 12.3.3.3?N
- Overstrength factor (Ωo) =N.A.
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =N.A.
- Sds =1.028
- ρ =1.3
V 3263 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 3.17 ft ha1 1.08 ft Adj. Factor
L2 3.25 ft ho1 5.00 ft P1=ho1/L1=1.58 N/A
hwall 9.08 ft hb1 3.00 ft P2=ho2/L2=1.54 N/A
Lwall 12.42 ft Lo1 6.00 ft
1. Hold-down forces: H = Vhwall/Lwall 2387 lbf 6. Unit shear beside opening
508 plf
2. Unit shear above + below opening 508 plf
585 plf 3263 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =3507 lbf R1 = V1*L1 =1610 lbf
R2 = V2*L2 =1652 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =1731 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =1776 lbf R1-F1 =-121 lbf
R2-F2 =-124 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =2.96 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.04 ft vc1 = (R1-F1)/L1 =-38 plf
vc2 = (R2-F2)/L2 =-38 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =680 lbf < (0.6W)
Hseismic =2387 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =369 plf
Conc. =0 lbf
Hwind (net) =-695 lbf < (0.6D+0.6W)
Hseismic (net) =297 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-156 2542 2387 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?2387 -156 2542 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?2387 -156 2542 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?-156 2542 2387 lbf
585 plf Seismic controls W2 4-Term Deflection 3-Term Deflection
1776 lbf One side > CS14 x 39 inches 4-Term Story Drift % 3-Term Story Drift %
297 lbf NONE
263 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 2/19/2026
ELR
Mountain Terrace Builders
RHD-2206
Lower Grid A - 12'-5"
Shear Wall Calculation Variables
Adj. Factor Method =
Wall Pier Aspect Ratio
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.
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
phone: (206) 200-8764
email: elreng33@gmail.com
Foundation Calculations
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