HomeMy WebLinkAboutEngineering Calcs - Mill Rd Duplex Lot 2
STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 1498B
March 21, 2026
Client: C&E Developments, LLC
Site: Mill Circle Estates - Lot 2
15427#A 107th Loop SE, Yelm, WA 98597
Latitude = 46.931129, Longitude = -122.613824, Elevation = 366
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. RICE03/21/2026
ELR Engineering Project: C&E Developments, LLC/RHD-1498AB
10508 32nd Ave SW Unit B Job No. Figured by: ELR
Seattle, WA 98146 Checked by: Date: 3/19/2026 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-1498AB for C&E Developments, LLC. 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
RIGHT ELEVATION "B"
LEFT ELEVATION "B"
RIGHT ELEVATION "A"
Puy
LEFT ELEVATION "A"
UNIT B UNIT A
REAR ELEVATION "B"
UNIT A I UNIT B
FRONT ELEVATION "B"
UNIT B UNIT A
REAR ELEVATION "A"
UNIT A I UNIT B
FRONT ELEVATION "A"
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 = 1.284, S1 = 0.465, SDS = 1.027, 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: 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 (86% R)1 piece(s) 4 x 10 DF No.2
2 Passed (59% R)1 piece(s) 4 x 10 DF No.2
Upper Floor
Member Name Results (Max UTIL %)Current Solution Comments
1 Passed (79% ΔL)1 piece(s) 11 7/8" TJI® 210 @ 16" OC
2 Passed (70% M)1 piece(s) 11 7/8" TJI® 110 @ 16" OC
3 Passed (82% R)1 piece(s) 11 7/8" TJI® 110 @ 16" OC Web Stiffeners Required
4 Passed (89% M)1 piece(s) 4 x 12 DF No.2
4B Passed (86% R)1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
5 Passed (93% R)1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
6 Passed (45% R)2 piece(s) 11 7/8" TJI® 110
7 Passed (50% R)2 piece(s) 11 7/8" TJI® 110
8 Passed (39% R)2 piece(s) 11 7/8" TJI® 110 Web Stiffeners Required
9AB Passed (66% R)1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
10 Passed (45% R)1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
10B Passed (64% ΔT)1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
11 Passed (75% M)1 piece(s) 5 1/4" x 20" 2.2E Parallam® PSL
11B Passed (68% M)1 piece(s) 5 1/4" x 20" 2.2E Parallam® PSL
12 Passed (16% ΔT)1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
Main Floor
Member Name Results (Max UTIL %)Current Solution Comments
1 Passed (74% R)1 piece(s) 4 x 8 DF No.2
2 Passed (44% M)1 piece(s) 4 x 8 DF No.2
1498AB
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 PM UTC
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v4.0
File Name: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 1 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2837 @ 0 3281 (1.50")Passed (86%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2023 @ 10 3/4"4468 Passed (45%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4432 @ 3' 1 1/2"5166 Passed (86%)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)0.084 @ 3' 1 1/2"0.313 Passed (L/889)--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"1163 1673 2837 None
2 - Trimmer - HF 1.50"1.50"1.50"1163 1673 2837 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' 5"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 10 DF No.2
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 4 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1929 @ 0 3281 (1.50")Passed (59%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1116 @ 10 3/4"4468 Passed (25%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2049 @ 2' 1 1/2"5166 Passed (40%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.011 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.018 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Member Length : 4' 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"791 1138 1929 None
2 - Trimmer - HF 1.50"1.50"1.50"791 1138 1929 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 8.2 --
1 - Uniform (PSF)0 to 4' 3"21' 5"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, 2
1 piece(s) 4 x 10 DF No.2
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 5 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)655 @ 3 1/2"1005 (1.75")Passed (65%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)655 @ 3 1/2"1655 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2929 @ 9' 2 3/4"3795 Passed (77%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.355 @ 9' 2 3/4"0.447 Passed (L/605)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.488 @ 9' 2 3/4"0.894 Passed (L/440)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 42 Any Passed ----
Member Length : 18' 1 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
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" 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 Factored Accessories Details
1 - Hanger on 11 7/8" GLB beam 3.50"Hanger¹1.75" /
1.75" ²185 492 677 See note ¹--
2 - Stud wall - HF 5.50"4.25"1.75"186 497 683 1 1/4" Rim Board A3
•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)4' 2" o/c
Bottom Edge (Lu)18' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS2.06/11.88 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 18' 6 1/2"16"15.0 40.0 Default Load
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) 11 7/8" TJI® 210 @ 16" OC
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 6 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)589 @ 17' 10 1/2"1375 (3.50")Passed (43%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)563 @ 17' 9 1/2"1560 Passed (36%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)2208 @ 10' 1 3/8"3160 Passed (70%)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)0.346 @ 9' 10 15/16"0.807 Passed (L/560)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 44 Any Passed ----
Member Length : 18' 1 3/4"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
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" 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.
• 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 Factored Accessories Details
1 - Beam - PSL 5.50"5.50"3.50"442 528 228 1009 Blocking E1
2 - Stud wall - HF 5.50"4.25"1.75"146 451 -20 597 1 1/4" Rim Board A3
•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' 9" o/c
Bottom Edge (Lu)6' 11" 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"15.0 40.0 --Default Load
2 - Point (PLF)2 3/4"16"80.0 ----
3 - Point (PLF)2 3/4"16"68.0 --100.0
4 - Point (PLF)0 16"19.0 --56.0
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, 2
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 8 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1633 @ 4 1/2"1995 (3.50")Passed (82%)1.15 1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (lbs)656 @ 16' 3 1/4"1716 Passed (38%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-1835 @ 16' 6"3160 Passed (58%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.167 @ 7' 8 1/8"0.403 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.229 @ 7' 8"0.806 Passed (L/847)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 46 Any Passed ----
Member Length : 22' 3 1/2"
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2021
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•-227 lbs uplift at support located at 22' 3 1/2". Strapping or other restraint may be required.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" 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.
• 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 Snow Factored Accessories Details
1 - Beam - GLB 5.50"5.50"2.32"772 371/-4 776 1633 Blocking, Web
Stiffeners A1W
2 - Stud wall - HF 5.50"5.50"3.50"337 898 --1234 Blocking B1
3 - Hanger on 11 7/8" GLB beam 3.50"Hanger¹1.75" /
1.75" ²-23 160/-205 --137/-227 See note ¹W
•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)4' 6" o/c
Bottom Edge (Lu)4' 2" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
3 - Face Mount Hanger U14 2.00"N/A 14-10dx1.5 6-10dx1.5 Web Stiffeners
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 22' 7"16"15.0 40.0 --Default Load
2 - Point (PLF)2 3/4"16"80.0 ----
3 - Point (PLF)2 3/4"16"364.0 --535.0
4 - Point (PLF)0 16"32.0 --47.0
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) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 9 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4143 @ 1 1/2"6563 (3.00")Passed (63%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2629 @ 1' 2 1/4"5434 Passed (48%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)6224 @ 3' 3"7004 Passed (89%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.035 @ 3' 3"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.066 @ 3' 3"0.313 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 6' 6"
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 3.00"3.00"1.89"1929 1211 1740 4143 None
2 - Trimmer - HF 3.00"3.00"1.89"1929 1211 1740 4143 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 6" o/c
Bottom Edge (Lu)6' 6" 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' 6"N/A 10.0 ----
1 - Uniform (PSF)0 to 6' 6"21' 5"17.0 --25.0 Default Load
2 - Uniform (PSF)0 to 6' 6"8'10.0 ----Default Load
3 - Uniform (PLF)0 to 6' 6"N/A 139.5 372.8 --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 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 12 DF No.2
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 11 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5640 @ 1 1/2"6563 (3.00")Passed (86%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4056 @ 1' 2 7/8"9241 Passed (44%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)9127 @ 2' 7 1/8"22888 Passed (40%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.043 @ 3' 2 5/16"0.208 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.080 @ 3' 2 5/16"0.313 Passed (L/934)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 6' 6"
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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"2.58"2646 1211 2780 5640 None
2 - Trimmer - HF 3.00"3.00"2.28"2337 1211 2325 4989 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 6" o/c
Bottom Edge (Lu)6' 6" 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' 6"N/A 13.0 ----
1 - Uniform (PSF)0 to 6' 6"21' 5"17.0 --25.0 Default Load
2 - Uniform (PSF)0 to 6' 6"8'10.0 ----Default Load
3 - Uniform (PLF)0 to 6' 6"N/A 139.5 372.8 --Linked from: 1,
Support 2
4 - Point (lb)2' 4 1/2"N/A 1105 --1625
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, 4B
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 12 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2969 @ 23' 8"3189 (2.25")Passed (93%)--1.0 D + 1.0 L (Alt Spans)
Shear (lbs)3364 @ 14' 7 1/8"8035 Passed (42%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-6909 @ 13' 4 1/2"19902 Passed (35%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.085 @ 18' 11 3/8"0.343 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.119 @ 18' 11 7/16"0.515 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 23' 7 1/2"
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.
• 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 Factored Accessories
1 - Stud wall - HF 5.50"4.25"2.04"842 2113 2955 1 1/4" Rim Board
2 - Stud wall - HF 5.50"5.50"4.56"1374 5085/-784 6459 None
3 - Stud wall - HF 5.50"5.50"4.99"1621 5455/-559 7077 None
4 - Stud wall - HF 3.50"2.25"2.09"866 2173 3039 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
• 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)1 1/4" to 23' 8 3/4"N/A 13.0 --
1 - Uniform (PLF)0 to 23' 10" (Back)N/A 138.8 369.0 Linked from: 1,
Support 1
2 - Uniform (PSF)7' 3 1/2" to 23' 10" (Front)3'15.0 40.0
3 - Tapered (PSF)0 to 5' (Front)1' 8 1/2" to 4' 2
1/2"15.0 40.0
4 - Tapered (PSF)5' to 7' 3 1/2" (Front)4' 2 1/2" to 3'15.0 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
Upper Floor, 5
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 13 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)815 @ 4 1/8"1820 (1.75")Passed (45%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)815 @ 4 1/8"3120 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2284 @ 6' 6 1/4"6320 Passed (36%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.066 @ 6' 9"0.427 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.148 @ 6' 8 1/4"0.641 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 12' 9 3/4"
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.
• 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 Factored Accessories
1 - Hanger on 11 7/8" TJI 4.13"Hanger¹1.75" /
1.75" ²529 338 867 See note ¹
2 - Hanger on 11 7/8" TJI 4.13"Hanger¹1.75" /
1.75" ²385 338 722 See note ¹
•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)5' 4" o/c
Bottom Edge (Lu)12' 10" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS3.56/11.88 2.00"N/A 12-10dx1.5 2-Strong-Grip Backer Block(s)
2 - Face Mount Hanger IUS3.56/11.88 2.00"N/A 12-10dx1.5 2-Strong-Grip Backer Block(s)
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Comments
0 - Self Weight (PLF)4 1/8" to 13' 1 7/8"N/A 5.0 --
1 - Uniform (PSF)0 to 13' 6" (Front)1' 3"15.0 40.0 Default Load
2 - Uniform (PLF)3' 10" to 13' 6" (Top)N/A 30.0 --
3 - Uniform (PLF)0 to 3' 10" (Top)N/A 80.0 --
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, 6
2 piece(s) 11 7/8" TJI® 110
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 14 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)901 @ 6' 11 1/2"1820 (1.75")Passed (50%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)901 @ 6' 11 1/2"3120 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1799 @ 4' 9"6320 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.014 @ 4' 9"0.221 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.038 @ 3' 9 3/8"0.331 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Member Length : 6' 10 1/4"
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.
•Concentrated load(s) located at 4' 9" pass the capacity of the filler block connection.
• 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 Factored Accessories Details
1 - Stud wall - HF 5.50"4.25"1.75"496 220 716 1 1/4" Rim Board A3
2 - Hanger on 11 7/8" PSL beam 3.50"Hanger¹1.75" /
1.75" ²544 378 923 See note ¹--
•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)6' 1" o/c
Bottom Edge (Lu)6' 10" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger IUS3.56/11.88 2.00"N/A 12-10dx1.5 2-Strong-Grip
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location Tributary
Width
(0.90)(1.00)Details Comments
0 - Self Weight (PLF)1 1/4" to 6' 11 1/2"N/A 5.0 ----
1 - Point (lb)4' 9" (Front)N/A 529 338 H2 Linked from: 6,
Support 1
2 - Uniform (PLF)0 to 4' 9" (Top)N/A 80.0 ----
3 - Uniform (PSF)0 to 7' 3" (Top)8"15.0 40.0 --
4 - Uniform (PSF)4' 9" to 7' 3" (Top)8"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, 7
2 piece(s) 11 7/8" TJI® 110
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 16 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)820 @ 5 1/2"2093 (1.75")Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)820 @ 5 1/2"3588 Passed (23%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1802 @ 4' 10 1/4"7268 Passed (25%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.019 @ 4' 10 1/4"0.293 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.063 @ 4' 10 1/4"0.440 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 8' 11"
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.
• 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.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Factored Accessories Details
1 - Hanger on 11 7/8" PSL beam 5.50"Hanger¹1.75" /
1.75" ²624 129 243 903 See note ¹W
2 - Stud wall - HF 3.00"3.00"1.75"583 121 226 843 Blocking A1
•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)6' 1" o/c
Bottom Edge (Lu)8' 11" o/c
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUC412 2.50"N/A 16-10dx1.5 6-10d Web Stiffeners
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live Snow
Vertical Loads Location Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)5 1/2" to 9' 4 1/2"N/A 5.0 ----
1 - Uniform (PSF)0 to 9' 4 1/2" (Top)2'17.0 --25.0
2 - Uniform (PSF)0 to 9' 4 1/2" (Top)8'10.0 ----
3 - Uniform (PSF)0 to 9' 4 1/2" (Top)8"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, 8
2 piece(s) 11 7/8" TJI® 110
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 18 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5124 @ 4' 1/2"7796 (5.50")Passed (66%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)620 @ 2' 11 1/8"9241 Passed (7%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1426 @ 2' 2 1/16"22888 Passed (6%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.003 @ 2' 2 3/16"0.124 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.007 @ 2' 2 1/4"0.185 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Member Length : 4' 4 1/2"
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.
• 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 Factored Accessories
1 - Column - HF 5.50"5.50"1.50"935 340 889 1856 None
2 - Stud wall - HF 5.50"5.50"3.61"2254 264 2870 5124 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)4' 5" o/c
Bottom Edge (Lu)4' 5" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 4 1/2"N/A 13.0 ----
1 - Uniform (PSF)0 to 4' 4 1/2" (Top)16' 3"17.0 --25.0 Default Load
2 - Uniform (PSF)0 to 4' 4 1/2" (Top)8'10.0 ----Default Load
3 - Tapered (PSF)0 to 4' 4 1/2" (Back)4' 7" to 2' 4"15.0 40.0 --
4 - Point (lb)4' 1 3/4" (Top)N/A 1347 --1981
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, 9AB
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 20 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5354 @ 1' 8 3/4"12031 (5.50")Passed (45%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)657 @ 2' 11 3/8"8035 Passed (8%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2373 @ 10' 6"19902 Passed (12%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.081 @ 9' 9 7/8"0.540 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.106 @ 10' 1 1/16"0.809 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 18' 1 3/4"
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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/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.
• 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 Factored Accessories
1 - Beam - PSL 5.50"5.50"2.45"2438 529 2917 5354 Blocking
2 - Stud wall - HF 5.50"4.25"1.50"218 449 -71 667 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)18' 2" o/c
Bottom Edge (Lu)18' 2" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 18' 1 3/4"N/A 13.0 ----
1 - Uniform (PSF)0 to 18' 3" (Top)1' 4"15.0 40.0 --Default Load
2 - Uniform (PLF)0 to 1' 6" (Top)N/A 80.0 ----
3 - Uniform (PLF)0 to 1' 6" (Top)N/A 104.0 --153.0
4 - Point (lb)1' 4 1/2" (Top)N/A 1779 --2616
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, 10
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 21 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3234 @ 17' 11"9037 (4.25")Passed (36%)--1.0 D + 1.0 S (Alt Spans)
Shear (lbs)3181 @ 16' 9 5/8"13861 Passed (23%)1.15 1.0 D + 1.0 S (Alt Spans)
Moment (Ft-lbs)18391 @ 12'34332 Passed (54%)1.15 1.0 D + 1.0 S (Alt Spans)
Live Load Defl. (in)0.289 @ 10' 3/8"0.540 Passed (L/673)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.520 @ 10' 5/16"0.809 Passed (L/373)--1.0 D + 1.0 S (Alt Spans)
Member Length : 18' 1 3/4"
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).
•Overhang deflection criteria: LL (2L/360) and TL (2L/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.
• 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 Factored Accessories
1 - Beam - PSL 5.50"5.50"1.50"1821 529 1914 3735 Blocking
2 - Stud wall - HF 5.50"4.25"1.52"1498 449 1739 3236 1 1/4" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)18' 2" o/c
Bottom Edge (Lu)18' 2" o/c
• Side loads are assumed to not induce cross-grain tension.
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary
Width
(0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 18' 1 3/4"N/A 19.5 ----
1 - Uniform (PSF)0 to 18' 3" (Top)1' 4"15.0 40.0 --Default Load
2 - Uniform (PLF)0 to 1' 6" (Top)N/A 80.0 ----
3 - Uniform (PLF)0 to 1' 6" (Top)N/A 68.0 --100.0
4 - Point (lb)5' 11 1/2" (Top)N/A 306 --450
5 - Point (lb)12' (Top)N/A 1347 --1980
6 - Uniform (PSF)5' 11 1/2" to 12' (Top)5' 1"17.0 --25.0
7 - Uniform (PSF)0 to 5' 11 1/2" (Top)2'17.0 --25.0
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, 10B
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 22 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)11244 @ 4"18047 (5.50")Passed (62%)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (lbs)11049 @ 17' 5 1/2"23345 Passed (47%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Moment (Ft-lbs)69260 @ 10'91909 Passed (75%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Live Load Defl. (in)0.317 @ 10'0.631 Passed (L/717)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Defl. (in)0.608 @ 10'0.946 Passed (L/373)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Member Length : 19' 10"
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.
• 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 Factored Accessories
1 - Column - DF 5.50"5.50"3.43"5319 3870 4030 11244 Blocking
2 - Column Cap - steel 8.50"8.50"4.28"6778 3355 6320 14034 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
• Side loads are assumed to not induce cross-grain tension.
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 32.8 ----
1 - Uniform (PLF)10' to 19' 10" (Top)N/A 579.0 278.3/-3.0 582.0 Linked from: 3,
Support 1
2 - Point (lb)10' (Top)N/A 2438 529 2917 Linked from: 10,
Support 1
3 - Uniform (PLF)0 to 10' (Top)N/A 331.5 396.0 171.0 Linked from: 2,
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, 11
1 piece(s) 5 1/4" x 20" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 23 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)10575 @ 4"18047 (5.50")Passed (59%)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (lbs)10349 @ 17' 5 1/2"23345 Passed (44%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Moment (Ft-lbs)62787 @ 10'91909 Passed (68%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Live Load Defl. (in)0.289 @ 10'0.631 Passed (L/785)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Defl. (in)0.558 @ 10'0.946 Passed (L/407)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Member Length : 19' 10"
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.
• 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 Factored Accessories
1 - Column - DF 5.50"5.50"3.22"5017 3870 3540 10575 Blocking
2 - Column Cap - steel 8.50"8.50"4.06"6463 3355 5807 13335 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
• Side loads are assumed to not induce cross-grain tension.
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 32.8 ----
1 - Uniform (PLF)10' to 19' 10" (Top)N/A 579.0 278.3/-3.0 582.0 Linked from: 3,
Support 1
2 - Uniform (PLF)0 to 10' (Top)N/A 331.5 396.0 171.0 Linked from: 2,
Support 1
3 - Point (lb)10' (Top)N/A 1821 529 1914 Linked from: 10B,
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, 11B
1 piece(s) 5 1/4" x 20" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 24 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1105 @ 16' 7 1/2"9844 (3.00")Passed (11%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)931 @ 15' 6 1/8"13861 Passed (7%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4215 @ 8' 10 7/16"34332 Passed (12%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.068 @ 8' 5 11/16"0.550 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.135 @ 8' 5 1/2"0.825 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Member Length : 16' 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.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Factored Accessories
1 - Trimmer - HF 3.00"3.00"1.50"490 481 971 None
2 - Trimmer - HF 3.00"3.00"1.50"544 560 1105 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)16' 9" o/c
Bottom Edge (Lu)16' 9" o/c
Dead Snow
Vertical Loads Location Tributary
Width
(0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 9"N/A 19.5 --
1 - Uniform (PSF)0 to 8' 8"2' 1 1/2"17.0 25.0 Default Load
2 - Uniform (PSF)8' 8" to 16' 9"2' 10 1/2"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, 12
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 25 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)8909 @ 12' 7 1/4"12031 (5.50")Passed (74%)--1.0 D + 1.0 L (Adj Spans) [1]
Shear (lbs)904 @ 16' 10 3/4"3045 Passed (30%)1.00 1.0 D + 1.0 L (Adj Spans) [1]
Moment (Ft-lbs)-961 @ 16' 1 3/4"2989 Passed (32%)1.00 1.0 D + 1.0 L (Adj Spans) [1]
Live Load Defl. (in)0.015 @ 18' 7 15/16"0.160 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans) [1]
Total Load Defl. (in)0.017 @ 22' 8 1/2"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans) [1]
Member Length : 22' 8 1/2"
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"528 1357 1885 Blocking
2 - Column - HF 3.50"3.50"1.50"528 1670 2198 Blocking
3 - Column - HF 5.50"5.50"3.70"1698 6390/-632 8088 Blocking
4 - Column - HF 5.50"5.50"4.07"2043 6866/-220 8909 Blocking
5 - Column - HF 3.50"3.50"1.50"565 1702 2267 Blocking
6 - Column - HF 3.50"3.50"1.50"525 1365 1890 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)22' 9" o/c
Bottom Edge (Lu)22' 9" 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 22' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 22' 8 1/2" (Top)8' 3/4"15.0 40.0 Default Load
2 - Point (lb)9' 2 1/2" (Top)N/A 1374 5085/-784 Linked from: 5,
Support 2
3 - Point (lb)12' 6 1/2" (Top)N/A 1621 5455/-559 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 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, 1
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 26 / 27
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2873 @ 6' 6 3/4"7656 (3.50")Passed (38%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1075 @ 5' 9 3/4"3045 Passed (35%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1316 @ 6' 6 3/4"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)0.024 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans)
Member Length : 22' 8 1/2"
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 (0.2") 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"584 1583 2167 Blocking
2 - Column - HF 3.50"3.50"1.50"713 2160 2873 Blocking
3 - Column - HF 3.50"3.50"1.50"680 2114 2794 Blocking
4 - Column - HF 3.50"3.50"1.50"713 2160 2873 Blocking
5 - Column - HF 3.50"3.50"1.50"584 1583 2167 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)22' 9" o/c
Bottom Edge (Lu)22' 9" 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 22' 8 1/2"N/A 6.4 --
1 - Uniform (PSF)0 to 22' 8 1/2" (Top)9' 2 1/4"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, 2
1 piece(s) 4 x 8 DF No.2
ForteWEB Software Operator Job Notes 3/19/2026 6:59:11 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: 1498AB
Client: C&E Developments, LLC
Project: RHD-1498AB
Page 27 / 27
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:46.931129
Risk Category:II Longitude:-122.613824
Soil Class:D - Default (see
Section 11.4.3)
Elevation:366.4728967796258 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: Wed Mar 18 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/Wed Mar 18 2026
SS : 1.284
S1 : 0.465
F a : 1.2
F v : N/A
SMS : 1.541
SM1 : N/A
SDS : 1.028
SD1 : N/A
T L : 16
PGA : 0.512
PGA M : 0.615
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.
Wed Mar 18 2026
Page 2 of 3https://ascehazardtool.org/Wed Mar 18 2026
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:37PM
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-1498A/1498B
USER DEFINED Ground Motion ASCE 7-16 11.4.2
Max. Ground Motions, 5% Damping :
S =1.284
Longitude =0.000 deg West
S
Latitude =0.000
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
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 1.541=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 =1.027DSMS
=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 =23.120 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) =0.211
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected=0.211
ASCE 7-16 Seismic Base Shear
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:37PM
Project Descr:
" Cs " Response Coefficient ASCE 7-16 Section 12.8.1.1
S : Short Period Design Spectral ResponseDS =1.0271.027
From Eq. 12.8-2, Preliminary Cs =0.158
Upper limit on SDS =0.000
SDS used for CS calc =1.027
" R " : Response Modification Factor =6.500
From Eq. 12.8-3 & 12.8-4 , Cs need not exceed 0.415=
" I " : Seismic Importance Factor =1
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.045
=Cs : Seismic Response Coefficient 0.1580
Seismic Base Shear ASCE 7-16 Section 12.8.1
W ( see Sum Wi below ) =55.79 kCs =0.1580 from 12.8.1.1
Seismic Base Shear V = Cs * W =8.82 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 25.36 18.67 473.47 0.6167 5.44 5.44 0.00
1 30.43 9.67 294.26 0.3833 3.38 8.82 48.94
Sum Wi =55.79 k Total Base Shear =8.82 k
Base Moment =
767.73 k-ftSum Wi * Hi =
134.2 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 25.36 5.44 5.44 25.36 5.44 5.21 10.42 5.44 5.44
1 30.43 3.38 8.82 55.79 4.81 6.25 12.50 6.25 6.25
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:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
RHD-1498AB
Basic Values
2
100.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
44.50
25.0
23.120
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 9.0018.67 0.000 0.000
Lower 9.679.67 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:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
Check that Building Qualifies as "OPEN"
Roof Total
ft^2 3,639.0 ft^2
ft^2
1,043.0
0.0 ft^20.0
467.0
0.0
467.0
0.0
831.0
0.0
831.0
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 =0.6503 South Wall =0.6503 psf East Wall =0.6503 psf West Wall =0.6503 psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) :
North Wall =14.151 psf South Wall =14.151 psf East Wall =14.151 psf West Wall =14.151 psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
Height Above Base (ft)
North Elevation East Elevation West Elevation
Kz qz Kz qzKzqzKzqz
South Elevation
0.575 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
0.650 14.1523.12 0.65014.15 14.15 14.150.6500.650
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
Pressure Coefficients GCpi Values when elevation receives positive external pressure
0.80 0.80 0.80 0.80
-0.50 -0.50 -0.470 -0.470
-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
-0.350Perp: windward -0.350
-0.60Perp: leeward -0.60
0.10Perp: windward 0.10
Parallel: 0 to h/2 -0.90 -0.90
Parallel: h/2 to h -0.90 -0.90
Parallel: h to 2h -0.50 -0.50
Parallel: > 2h -0.30 -0.30
Parallel: 0 to > 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 -8.562 -3.467
Side Wall Pressures -10.967 -5.873
psf
psf psf
0.00 5.96 11.05
5.00 5.96 11.05
10.00 5.96 11.05
15.00 5.96 11.05
20.00 6.69 11.78
23.12 7.08 12.17
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
Perp: windward -6.76 -1.66
Perp: leeward -9.76 -4.67
Perp: windward -1.34 3.75
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 -8.562 -3.467
Side Wall Pressures -10.967 -5.873
psf
psf psf
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
0.00 5.96 11.05
5.00 5.96 11.05
10.00 5.96 11.05
15.00 5.96 11.05
20.00 6.69 11.78
23.12 7.08 12.17
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
Perp: windward -6.76 -1.66
Perp: leeward -9.76 -4.67
Perp: windward -1.34 3.75
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 -8.201 -3.106
Side Wall Pressures -10.967 -5.873
psf
psf psf
0.00 5.96 11.05
5.00 5.96 11.05
10.00 5.96 11.05
15.00 5.96 11.05
20.00 6.69 11.78
23.12 7.08 12.17
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
Parallel: 0 to h/2 -13.37 -8.28
Parallel: h/2 to h -13.37 -8.28
Parallel: h to 2h -8.56 -3.47
Parallel: > 2h -6.16 -1.06
Parallel: 0 to > 2h -4.71 0.38
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 -8.201 -3.106
Side Wall Pressures -10.967 -5.873
psf
psf psf
0.00 5.96 11.05
5.00 5.96 11.05
10.00 5.96 11.05
15.00 5.96 11.05
20.00 6.69 11.78
23.12 7.08 12.17
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
Parallel: 0 to h/2 -13.37 -8.28
Parallel: h/2 to h -13.37 -8.28
Parallel: h to 2h -8.56 -3.47
Parallel: > 2h -6.16 -1.06
Parallel: 0 to > 2h -4.71 0.38
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
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 -1.66 ------4.5014.17' -> 18.67'---North
CASE 1 ---Level 1 -3.39 ------9.344.84' -> 14.17'---North
CASE 1 ---Level 2 1.66 ------4.5014.17' -> 18.67'---South
CASE 1 ---Level 1 3.39 ------9.344.84' -> 14.17'---South
CASE 1 ---Level 2 ----2.88 ---4.5014.17' -> 18.67'---East
CASE 1 ---Level 1 ----5.88 ---9.344.84' -> 14.17'---East
CASE 1 ---Level 2 ---2.88 ---4.5014.17' -> 18.67'---West
CASE 1 ---Level 1 ---5.88 ---9.344.84' -> 14.17'---West
CASE 2 +/- 4.7Level 2 -1.24 ---3.754.5014.17' -> 18.67'---North
CASE 2 +/- 9.5Level 1 -2.54 ---3.759.344.84' -> 14.17'---North
CASE 2 +/- 4.7Level 2 1.24 ---3.754.5014.17' -> 18.67'---South
CASE 2 +/- 9.5Level 1 2.54 ---3.759.344.84' -> 14.17'---South
CASE 2 +/- 14.4Level 2 ----2.16 ---4.5014.17' -> 18.67'6.68East
CASE 2 +/- 29.4Level 1 ----4.41 ---9.344.84' -> 14.17'6.68East
CASE 2 +/- 14.4Level 2 ---2.16 ---4.5014.17' -> 18.67'6.68West
CASE 2 +/- 29.4Level 1 ---4.41 ---9.344.84' -> 14.17'6.68West
CASE 3 ---Level 2 -1.24 -2.16 ---4.5014.17' -> 18.67'---North & East
CASE 3 ---Level 1 -2.54 -4.41 ---9.344.84' -> 14.17'---North & East
CASE 3 ---Level 2 -1.24 2.16 ---4.5014.17' -> 18.67'---North & West
CASE 3 ---Level 1 -2.54 4.41 ---9.344.84' -> 14.17'---North & West
CASE 3 ---Level 2 1.24 2.16 ---4.5014.17' -> 18.67'---South & West
CASE 3 ---Level 1 2.54 4.41 ---9.344.84' -> 14.17'---South & West
CASE 3 ---Level 2 1.24 -2.16 ---4.5014.17' -> 18.67'---South & East
CASE 3 ---Level 1 2.54 -4.41 ---9.344.84' -> 14.17'---South & East
CASE 4 +/- 14.3Level 2 -0.93 -1.62 3.754.5014.17' -> 18.67'6.68North & East
CASE 4 +/- 29.3Level 1 -1.91 -3.31 3.759.344.84' -> 14.17'6.68North & East
CASE 4 +/- 14.3Level 2 -0.93 1.62 3.754.5014.17' -> 18.67'6.68North & West
CASE 4 +/- 29.3Level 1 -1.91 3.31 3.759.344.84' -> 14.17'6.68North & West
CASE 4 +/- 14.3Level 2 0.93 1.62 3.754.5014.17' -> 18.67'6.68South & West
CASE 4 +/- 29.3Level 1 1.91 3.31 3.759.344.84' -> 14.17'6.68South & West
CASE 4 +/- 14.3Level 2 0.93 -1.62 3.754.5014.17' -> 18.67'6.68South & East
CASE 4 +/- 29.3Level 1 1.91 -3.31 3.759.344.84' -> 14.17'6.68South & East
Min per ASCE 27.1.5 ---Level 2 -1.80 ------4.5014.17' -> 18.67'---North
Min per ASCE 27.1.5 ---Level 1 -3.73 ------9.344.84' -> 14.17'---North
Min per ASCE 27.1.5 ---Level 2 1.80 ------4.5014.17' -> 18.67'---South
Min per ASCE 27.1.5 ---Level 1 3.73 ------9.344.84' -> 14.17'---South
Min per ASCE 27.1.5 ---Level 2 ----3.20 ---4.5014.17' -> 18.67'---East
Min per ASCE 27.1.5 ---Level 1 ----6.65 ---9.344.84' -> 14.17'---East
Min per ASCE 27.1.5 ---Level 2 ---3.20 ---4.5014.17' -> 18.67'---West
ASCE 7-16 Wind Forces, Chapter 27, Part 1
LIC# : KW-06019101, Build:20.26.03.03 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: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:42PM
Project Descr:
Min per ASCE 27.1.5 ---Level 1 ---6.65 ---9.344.84' -> 14.17'---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 -5.05 ---North
Case 1 ---North 5.05 ---South
Case 1 ---West ----8.76East
Case 1 ---East ---8.76West
Case 2 +/- 14.2South-3.79 ---North
Case 2 +/- 14.2North3.79 ---South
Case 2 +/- 43.9West----6.57East
Case 2 +/- 43.9East---6.57West
Case 3 ---South & West -3.79 -6.57North & East
Case 3 ---South & East -3.79 6.57North & West
Case 3 ---North & East 3.79 6.57South & West
Case 3 ---North & West 3.79 -6.57South & East
Case 4 +/- 43.6South & West -2.84 -4.93North & East
Case 4 +/- 43.6South & East -2.84 4.93North & West
Case 4 +/- 43.6North & East 2.84 4.93South & West
Case 4 +/- 43.6North & West 2.84 -4.93South & East
Min per ASCE 27.1.5 ---South -5.53 ---North
Min per ASCE 27.1.5 ---North 5.53 ---South
Min per ASCE 27.1.5 ---West ----9.85East
Min per ASCE 27.1.5 ---East ---9.85West
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Project Information
Code:Date:
Designer:
Client:
Project:
Wall ID:
> 0.6W > 0.7ρE
- V (lb) =162 750
- 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 =1.027
- ρ =1.3
V 750 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 2.63 ft ha1 1.00 ft Adj. Factor
L2 2.96 ft ho1 4.00 ft P1=ho1/L1=1.52 N/A
hwall 8.00 ft hb1 3.00 ft P2=ho2/L2=1.35 N/A
Lwall 9.58 ft Lo1 4.00 ft
1. Hold-down forces: H = Vhwall/Lwall 626 lbf 6. Unit shear beside opening
134 plf
2. Unit shear above + below opening 134 plf
157 plf 750 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =626 lbf R1 = V1*L1 =353 lbf
R2 = V2*L2 =397 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =294 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =332 lbf R1-F1 =58 lbf
R2-F2 =66 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =1.88 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.12 ft vc1 = (R1-F1)/L1 =22 plf
vc2 = (R2-F2)/L2 =22 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =135 lbf < (0.6W)
Hseismic =626 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =444 plf
Conc. =0 lbf
Hwind (net) =-1142 lbf < (0.6D+0.6W)
Hseismic (net) =-1315 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?89 537 626 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?626 89 537 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?626 89 537 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?89 537 626 lbf
157 plf Seismic controls W6 4-Term Deflection 3-Term Deflection
332 lbf One side > CS16 x 30 inches 4-Term Story Drift % 3-Term Story Drift %
-1315 lbf NONE
78 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 3/18/2026
ELR
C&E Development, LLC
RHD-1498A/1498B
Upper Grid C - 9'-7"
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) =318 1770
- 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 =1.027
- ρ =1.3
V 1770 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 8.92 ft ha1 1.00 ft Adj. Factor
L2 3.96 ft ho1 4.00 ft P1=ho1/L1=0.45 N/A
hwall 8.00 ft hb1 3.00 ft P2=ho2/L2=1.01 N/A
Lwall 18.83 ft Lo1 5.96 ft
1. Hold-down forces: H = Vhwall/Lwall 752 lbf 6. Unit shear beside opening
138 plf
2. Unit shear above + below opening 138 plf
188 plf 1770 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1120 lbf R1 = V1*L1 =1226 lbf
R2 = V2*L2 =544 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =776 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =344 lbf R1-F1 =450 lbf
R2-F2 =200 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.13 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =1.83 ft vc1 = (R1-F1)/L1 =50 plf
vc2 = (R2-F2)/L2 =50 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =135 lbf < (0.6W)
Hseismic =752 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =444 plf
Conc. =0 lbf
Hwind (net) =-2374 lbf < (0.6D+0.6W)
Hseismic (net) =-3063 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?202 550 752 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?752 202 550 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?752 202 550 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?202 550 752 lbf
188 plf Seismic controls W6 4-Term Deflection 3-Term Deflection
776 lbf One side > CS16 x 30 inches 4-Term Story Drift % 3-Term Story Drift %
-3063 lbf NONE
94 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 3/18/2026
ELR
C&E Development, LLC
RHD-1498A/1498B
Upper Grid A - 18'-10"
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) =862 2637
- 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 =1.027
- ρ =1.3
V 2637 lbf Seismic controls Opening 1 1.25-0.125h/bs
L1 5.88 ft ha1 2.00 ft Adj. Factor
L2 3.46 ft ho1 5.00 ft P1=ho1/L1=0.85 N/A
hwall 9.00 ft hb1 2.00 ft P2=ho2/L2=1.45 N/A
Lwall 15.33 ft Lo1 6.00 ft
1. Hold-down forces: H = Vhwall/Lwall 1548 lbf 6. Unit shear beside opening
283 plf
2. Unit shear above + below opening 283 plf
387 plf 2637 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =2321 lbf R1 = V1*L1 =1660 lbf
R2 = V2*L2 =977 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =1461 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =860 lbf R1-F1 =199 lbf
R2-F2 =117 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =3.77 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.22 ft vc1 = (R1-F1)/L1 =34 plf
vc2 = (R2-F2)/L2 =34 plf
10. Net hold-down forces
Holdowns (overturning)
Hwind =506 lbf < (0.6W)
Hseismic =1548 lbf < (0.7ρE)
Holdowns (Dead resisting)
Uniform =672 plf
Conc. =0 lbf
Hwind (net) =-2582 lbf < (0.6D+0.6W)
Hseismic (net) =-3148 lbf < (0.6-0.14Sds)D+(0.7ρE)
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?135 1413 1548 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1548 135 1413 0
Line 3: va1(ha1+hb1)-vc2(ha1+hb1)-V1(ho1)=0?1548 135 1413 0
Line 4: vc2(ha1+hb1)+V2(ho1)=H?135 1413 1548 lbf
387 plf Seismic controls W3 4-Term Deflection 3-Term Deflection
1461 lbf One side > CS16 x 32 inches 4-Term Story Drift % 3-Term Story Drift %
-3148 lbf NONE
172 plf
V1 = (V/L)(L1+T1)/L1 =
Expire
AWC-SDPWS-2021 3/18/2026
ELR
C&E Development, LLC
RHD-1498A/1498B
Lower Grid A - 15'-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.
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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8
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s
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8
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2
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h
=
8
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(
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f
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4
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n
=
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ft
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b
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r
f
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=
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ft
l
b
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t
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=
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1
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General Footing
LIC# : KW-06019101, Build:20.26.03.03 ELR Engineering (c) ENERCALC, LLC 1982-2026
DESCRIPTION:1498AB)> Foundation - Spot footing for Member [11]-outer support
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
Phone: 206.200.8764
Email: elreng33@gmail.com
Project File: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:46PM
Project Descr:
Referenced Design Standard(s) : ACI 318-19
Load Combinations Used : ASCE 7-16
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
2,850.0
150.0
=0.250Flexure=0.60
Shear =
ValuesM 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
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
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
=
: 11.0Min. Sliding Safety Factor =
=
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 3.250 ft
Length parallel to Z-Z Axis
=
3.250 ft
=Pedestal dimensions...
px : parallel to X-X Axis 8.0 in
pz : parallel to Z-Z Axis 30.250 in
Height ==
18.0 in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.250
Bottom Reinforcing
#
Bars parallel to X-X Axis (resisting Z Flexure)
Reinforcing Bar Size
=
4
Number of Bars
=
5
Bars parallel to Z-Z Axis (resisting X Flexure)
Reinforcing Bar Size =4
Number of Bars =5.0
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
General Footing
LIC# : KW-06019101, Build:20.26.03.03 ELR Engineering (c) ENERCALC, LLC 1982-2026
DESCRIPTION:1498AB)> Foundation - Spot footing for Member [11]-outer support
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
Phone: 206.200.8764
Email: elreng33@gmail.com
Project File: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:46PM
Project Descr:
Applied Loads
6.816 0.000 3.870 6.240 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000 0.000
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=0.000 k
0.000
0.000 0.000 0.000 0.000 0.000
V-z 0.000 k0.000 0.000 0.000 0.000 0.000
0.000
0.000 0.000
M-xx =
0.000 k-ft=0.000 0.000
0.000 k-ft
0.000
0.000
0.000
0.000 0.000 0.000 0.000 0.000
H
=
PASS 999.0 Sliding - X-X 0.0 k 1.704 k D Only
PASS 999.0 Sliding - Z-Z 0.0 k 1.704 k D Only
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9087 Soil Bearing 1.363 ksf 1.50 ksf +D+0.750L+0.750S 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 0.2247 Z Flexure (+X) Bot Tens 1.740 k-ft/ft 7.743 k-ft/ft +1.20D+L+1.60S
PASS 0.2247 Z Flexure (-X) Bot Tens 1.740 k-ft/ft 7.743 k-ft/ft +1.20D+L+1.60S
PASS 0.01790 X Flexure (+Z) Bot Tens 0.1386 k-ft/ft 7.743 k-ft/ft +1.20D+L+1.60S
PASS 0.01790 X Flexure (-Z) Bot Tens 0.1386 k-ft/ft 7.743 k-ft/ft +1.20D+L+1.60S
PASS 0.3196 1-way Shear (+X)10.976 psi 34.344 psi +1.20D+L+1.60S
PASS n/a 1-way Shear (-X)10.976 psi 34.344 psi +1.20D+L+1.60S
PASS n/a 1-way Shear (+Z)0.0 psi 34.344 psi n/a
PASS n/a 1-way Shear (-Z)0.0 psi 34.344 psi n/a
PASS 0.0 2-way Punching 0.0 psi 0.0 psi n/a
0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
PASS
PASS
PASS
PASS
Min Steel Z Flexure Bottom in2/ft0.2590.842 0.308 in2/ft n/a
Min Steel X Flexure Bottom0.842 0.259 in2/ft 0.308 in2/ft n/a
Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
PASS
PASS
PASS
PASS
General Footing
LIC# : KW-06019101, Build:20.26.03.03 ELR Engineering (c) ENERCALC, LLC 1982-2026
DESCRIPTION:1498AB)> Foundation - Spot footing for Member [11]-inner support
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
Phone: 206.200.8764
Email: elreng33@gmail.com
Project File: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:47PM
Project Descr:
Referenced Design Standard(s) : ACI 318-19
Load Combinations Used : ASCE 7-16
Code References
Governing Code : IBC 2021
Rho (or Omega) = 1.00
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0
ksi No
ksfAllowable Soil Bearing =
=
2.50
60.0
2,850.0
150.0
=0.250Flexure=0.60
Shear =
ValuesM 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
=ksfwhen max. length or width is greater than
=ft
:
=
Add Ftg Wt for Soil Pressure No
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
=
: 11.0Min. Sliding Safety Factor =
=
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 4.50 ft
Length parallel to Z-Z Axis
=
4.50 ft
=Pedestal dimensions...
px : parallel to X-X Axis 12.0 in
pz : parallel to Z-Z Axis 45.250 in
Height ==
18.0 in
Footing Thickness
=
12.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.250
Bottom Reinforcing
#
Bars parallel to X-X Axis (resisting Z Flexure)
Reinforcing Bar Size
=
4
Number of Bars
=
6
Bars parallel to Z-Z Axis (resisting X Flexure)
Reinforcing Bar Size =4
Number of Bars =6.0
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
General Footing
LIC# : KW-06019101, Build:20.26.03.03 ELR Engineering (c) ENERCALC, LLC 1982-2026
DESCRIPTION:1498AB)> Foundation - Spot footing for Member [11]-inner support
ELR Engineering
10508 32nd Ave SW Unit B
Seattle, WA 98146
Phone: 206.200.8764
Email: elreng33@gmail.com
Project File: C&E Developments_RHD-1498AB.ec6
Project Title:Rueppell Home Design
Engineer:ELR
Project ID:
Printed: 19 MAR 2026, 12:47PM
Project Descr:
Applied Loads
13.372 0.000 6.710 12.372 0.000 0.000 0.000
0.000 0.000 0.000 0.000 0.000 0.000 0.000
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x
=
=0.000 k
0.000
0.000 0.000 0.000 0.000 0.000
V-z 0.000 k0.000 0.000 0.000 0.000 0.000
0.000
0.000 0.000
M-xx =
0.000 k-ft=0.000 0.000
0.000 k-ft
0.000
0.000
0.000
0.000 0.000 0.000 0.000 0.000
H
=
PASS 999.0 Sliding - X-X 0.0 k 3.343 k D Only
PASS 999.0 Sliding - Z-Z 0.0 k 3.343 k D Only
DESIGN SUMMARY Design OK
Governing Load CombinationMin. Ratio Item Applied Capacity
PASS 0.9113 Soil Bearing 1.367 ksf 1.50 ksf +D+0.750L+0.750S 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 0.4768 Z Flexure (+X) Bot Tens 3.218 k-ft/ft 6.749 k-ft/ft +1.20D+L+1.60S
PASS 0.4768 Z Flexure (-X) Bot Tens 3.218 k-ft/ft 6.749 k-ft/ft +1.20D+L+1.60S
PASS 0.02069 X Flexure (+Z) Bot Tens 0.1396 k-ft/ft 6.749 k-ft/ft +1.20D+L+1.60S
PASS 0.02069 X Flexure (-Z) Bot Tens 0.1396 k-ft/ft 6.749 k-ft/ft +1.20D+L+1.60S
PASS 0.6326 1-way Shear (+X)20.713 psi 32.744 psi +1.20D+L+1.60S
PASS n/a 1-way Shear (-X)20.713 psi 32.744 psi +1.20D+L+1.60S
PASS n/a 1-way Shear (+Z)0.0 psi 32.744 psi n/a
PASS n/a 1-way Shear (-Z)0.0 psi 32.744 psi n/a
PASS 0.0 2-way Punching 0.0 psi 0.0 psi n/a
0.0 Z Flexure (+X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 Z Flexure (-X) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (+Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
0.0 X Flexure (-Z) Top Tens 0 k-ft/ft 0.0 k-ft/ft
PASS
PASS
PASS
PASS
Min Steel Z Flexure Bottom in2/ft0.2590.972 0.267 in2/ft n/a
Min Steel X Flexure Bottom0.972 0.259 in2/ft 0.267 in2/ft n/a
Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a
PASS
PASS
PASS
PASS