2020.0030 sf_ELREngCalcs_Gallardo Homes_Johns Meadow_Lot 26_RHD plan 2004-A_122120
STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 2004-A
December 21, 2020
Client: Gallardo Homes
Site: Johns Meadow – Lot 26
10036 Cochrane Avenue SE
Yelm, WA
Calculated by: Eric L. Rice, PE
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
Phone: (206) 200-8764
Email: elreng33@gmail.com
ERIC L. RICE12/21/2020
ELR Engineering Project: Gallardo Homes – RHD plan 2004-A
1915 Dayton Ave NE Job No. Figured by: ELR
Renton, WA 98056 Checked by: Date: 12/21/2020 Sheet: 2
phone: (206) 200-8764
email: elreng33@gmail.com
Scope of Work:
ELR Engineering was asked to provide permit submittal structural calculations for the proposed Rueppell Home
Design Plan 20004-A for Gallardo Homes. Our structural engineering information is shown in these calculations
and on the submitted S-sheets. The information in this report conforms to the 2015 International Building Code as
amended by the local jurisdiction. These calculations are applicable and valid only for the site stated on the
cover sheet of these calculations. Questions should be addressed to the undersigned.
Eric L. Rice, PE
ELR Engineering
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GENERAL STRUCTURAL NOTES
(Unless noted otherwise on plans and details)
CODES AND SPECIFICATIONS
1. International Building Code(IBC)/International Residential Code(IRC) - 2015 edition with local
jurisdiction amendments as applicable
2. ASCE/SEI 7-10 - Minimum Design Loads for Buildings and Other Structures with Supplement
No. 1
3. ANSI AWC NDS-2015/AWC SPDWS 2015/AWC WFCM 2015 - National Design Specification for
Wood Construction with 2015 NDS Supplement/Special Design Provisions for Wind &
Seismic/Wood Frame Construction Manual for One- and Two-Family Dwellings
4. ACI 318-14 - Building Code Requirements for Structural Concrete
5. AISC 360-10/341-10 - Specification for Structural Steel Buildings/Seismic Provisions for
Structural Steel Buildings
6. AWS D1.4/D1.4M-2011/Structural Welding Code
7. TMS 402-2013/ACI 530-13/ASCE 5-13 - Building Code Requirements for Masonry
Structures
DESIGN CRITERIA
1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality
factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust
effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure
coefficient (GCpi) = ± 0.18
2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D,
Ss = 1.250, S1 = 0.498, SDS = 0.833, SD1 = 0.498, Seismic Design Category =
D, Basic seismic-force-resisting system = A.15 per ASCE 7-10 Table 12.2-1,
Seismic response coefficient (CS) = 0.128(orthogonal 1) & 0.128(orthogonal 2),
Response modification factor (R) = 6.5(orthogonal 1) & 6.5(orthogonal 2), Design
procedure used = Equivalent Lateral Force Procedure.
3. Roof - Dead: 15 psf
Live: 20 psf
Snow: 25 psf (Ps)
4. Floor - Dead: 12 psf
Live: 40 psf (uniform), 60 psf (uniform deck)
5. Soils - Vertical bearing pressure (capacity): 1500 psf
Lateral bearing pressure (capacity): 150 psf/ft of depth
Coefficient of friction (capacity): 0.25 (multiplied by dead load)
Active design lateral load: 40 psf/ft of depth
At-rest design lateral load: 60 psf/ft of depth
STRUCTURAL OBSERVATION
1. Structural observation is required only when specifically designated as being required by the
registered design professional or the building official.
SOIL CONSTRUCTION
1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All
construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings
shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to
verify that the site soils provide the minimum vertical bearing pressure capacity stated above.
PIPE PILES
1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be
galvanized.
2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer’s
requirements.
REINFORCED CONCRETE
1. f'c = 3000 psi(*) at 28 days. Min 5-½ sacks of cement per cubic yard of concrete and
maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is
not required - 3000 psi compressive strength is specified for weathering protection only
- structural design is based on f'c = 2500 psi.
2. Maximum aggregate size is 7/8”. Maximum slump = 4 inches.
3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of
concrete).
4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318.
Proportions of aggregate to cement shall be such as to produce a dense, workable mix
which can be placed without segregation or excess free surface water. Provide 3/4 inch
chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings.
5. No special inspection is required.
6. Vibrate all concrete walls. Segregation of materials shall be prevented.
REINFORCING STEEL
1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318.
2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615.
3. Welded wire mesh shall conform to ASTM A185.
4. Reinforcing steel shall be accurately placed and adequately secured in position. The following
protection for reinforcement shall be provided:
Min Cover
Cast against and permanently exposed to earth - 3"
Exposed to earth or weather - 1.5" for #5 bar and smaller
2" for #6 bar and larger
Slabs and walls at interior face - 1.5"
5. Lap continuous reinforcing bars 32 bar diameters (1’-6” min) in concrete. Corner bars
consisting of 32 bar diameter (1’-6” min) bend shall be provided for all horizontal
reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted
otherwise.
RETAINING WALLS
1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before
backfilling behind retaining walls.
TIMBER
1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance
with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum
criteria:
4x and larger: DF #2 (Fb=875 psi)
3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi)
2. Wall studs shall be:
Bearing walls with 10'-0" maximum stud length
2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling
2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling
Non-Bearing walls with maximum stud length noted
2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length
2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length
3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and
(1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and
(1)2x king header support for clear spans exceeding 5'-0".
4. Provide solid blocking in floor space under all posts and wall members connected to
holdowns. Orient blocking such that wood grain in blocking is oriented vertically.
5. Provide double floor joists under all partition walls parallel to floor joists and along the
perimeter of all diaphragm openings.
6. Provide double blocking between floor joists under all partition walls perpendicular to
floor joists.
WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD
1. All wood connectors shall be Simpson or approved equal.
2. All nails shall be common wire nails unless noted otherwise.
3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International
Building Code.
4. All wood in contact with ground or concrete to be pressure-treated with a wood preservative.
5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following
conditions:
a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces
or unexcavated areas located within the perimeter of the building foundation.
b) Wood framing including sheathing that rest on exterior foundation walls and are less than
8 inches from exposed earth.
c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry.
6. All field-cut ends, notches, and drilled holes of preservative-treated wood shall be treated, for
use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN)
solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the
product manufacturer.
7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors,
1/2" diameter and larger) in contact with any preservative-treated wood shall conform to one
of the following corrosion protection configuration options:
a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316
stainless steel when actual wood preservative retention levels exceed the following levels:
Treatment Retention level (pcf)
ACQ (Alkaline Copper Quat) Greater than 0.40
MCQ (Micronized Copper Quat) Greater than 0.34
CA-B (Copper Azole) Greater than 0.21
CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15
µCA-C (Azole Biocide) Greater than 0.14
b) When actual wood preservative retention levels do not exceed the levels in 7.a) above, all
wood connectors and fasteners shall, at a minimum, be hot-dipped galvanized by one of
the following methods:
i) Continuous hot-dipped galvanizing per ASTM A653, type G185.
ii) Batch or Post hot-dipped galvanizing per ASTM 123 for individual connectors and
as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood
screws and lag screws, may be hot-dipped galvanized as per ASTM B695, Class 55
minimum.
c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an
interior, dry environment shall be permitted.
8. Do not mix stainless steel and hot-dipped galvanized wood connectors and fasteners.
9. All anchor bolts shall be as specified in the general notes on the shearwall schedule.
10. Where a connector strap connects two wood members, install one half of the total required nails
or bolts in each member.
11. All bolts in wood members shall conform to ASTM A307.
12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood.
ANCHORAGE
1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted
otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG-BOLT
2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment
depth requirements.
NAILS
1. Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless
otherwise noted. Connection designs are based on 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" 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 A190.1-12.
3. AITC stamp and certification required on each and every member.
WOOD I-JOISTS
1. Joists by Truss Joists/MacMillan or approved equal.
2. Joists to be erected in accordance with the plans and any Manufacturers drawings and
installation drawings.
3. Construction loads in excess of the design loads are not permitted.
4. Provide erection bracing until sheathing material has been installed.
5. See manufacturer's references for limitations on the cutting of webs and/or flanges.
STEEL CONSTRUCTION
1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other
shapes and plate) unless noted otherwise.
2. All fabrication and erection shall comply with AISC specifications and codes.
3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards.
Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre-qualified
welds (as defined by AWS) shall be used.
MASONRY
1. Construction shall meet the requirements of IBC Chapter 21.
2. Special inspection is not required.
3. All concrete block masonry shall be laid up in running bond and shall have a minimum
compressive strength of f’m = 1500 psi, using Type “S” mortar, f’c = 1800 psi.
4. All cells containing reinforcing bars shall be filled with concrete grout with an f’c = 2000 psi in
maximum lifts of 4’-0”.
5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at
the top of the wall.
6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars
2’-0” past the opening at each side or as far as possible and hook.
7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners
and at each side of all openings unless otherwise shown.
8. Dowels to masonry walls shall be embedded a minimum of 1’-6” or hooked into the supporting
structure and of the same size and spacing as the vertical wall reinforcing.
9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections.
10. Reinforcing steel shall be specified under “REINFORCING STEEL”. Lap all reinforcing
bars 40 bar diameters with a minimum of 1’-6”.
11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall
have (1) #5 @ 48” OC horizontally and (1) #5 @ 48” OC vertically.
12. Embed anchor bolts a minimum of 5”.
GENERAL CONSTRUCTION
1. All materials, workmanship, design, and construction shall conform to the project drawings,
specifications, and the International Building Code.
2. Structural drawings shall be used in conjunction with architectural drawings for bidding and
construction. Contractor shall verify dimensions and conditions for compatibility and shall notify
the architect of any discrepancies prior to construction.
Discrepancies: The contractor shall inform the engineer in writing, during the bidding period,
of any and all discrepancies or omissions noted on the drawings and specifications or of any
variations needed in order to conform to codes, rules and regulations. Upon receipt of such
information, the engineer will send written instructions to all concerned. Any such
discrepancy, omission, or variation not reported shall be the responsibility of the contractor.
3. The contractor shall provide temporary bracing as required until all permanent framing and
connections have been completed.
4. The contractor shall coordinate with the building department for all permits and building
department required inspections.
5. Do not scale drawings. Use only written dimensions.
6. Drawings indicate general and typical details of construction. Where conditions are not specifically
indicated but are of similar character to details shown, similar details of construction shall be
used, subject to review and approval by the architect and the structural engineer.
7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer
for approval prior to fabrication or construction.
8. All structural systems which are to be composed of field erected components shall be supervised
by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with
instructions prepared by the supplier.
9. Contractor shall be responsible for all safety precautions and the methods, techniques,
sequences, or procedures required to perform the work.
10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record,
therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop
drawings prior to submitting for review by the engineer of record. Submissions shall include a
reproducible and one copy. Reproducible will be marked and returned. Re-submittals of
previously submitted shop drawings shall have all changes clouded and dated with a sequential
revision number. Contractor shall review and stamp all revised and resubmitted shop drawings
prior to submittal and review by the engineer of record. In the event of conflict between the
shop drawings and design drawings/specifications, the design drawings/specifications shall
control and be followed.
Shearwall Schedule [(1),(7),(13)] General Notes: (unless noted otherwise) ELR Engineering (1) Wall stud framing is assumed to be as per the general structural notes. 1915 Dayton Ave NE (2) All panel edges are to be supported by framing members - studs, plates and blocking (unless noted otherwise in the table above). Renton, WA 98056 (3) Allowable shears in the table above assume either 1) wall studs at 16" oc with panel long-axis oriented vertically or horizontally and field fastener spacing as per the table above phone: 206.200.8764 or 2) wall studs at 24" oc with panel long-axis oriented horizontally and 6" oc field fastener spacing. email: elreng33@gmail.com (4) Where the full thickness of (2)2x or 3x mudsills are directly connected to wall studs, use (2)0.148" dia.x4" end nails (20d box) per stud. (5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the associated shearwall bottom plate nailing. (6) Where bottom plate attachment specifies 2 or more rows of nails into the wood floor below, provide rim joist(s), joist(s) or blocking that has a minimum total width of 2.5 inches. (7) Unless noted otherwise, provide (1)2x treated mudsill with 5/8" diameter anchor bolts at 72" oc and located within 4" to 12" from the cut ends of the sill plate. Provide a minimum of two anchor bolts per mudsill section. (8) Provide .229"x3"x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and .229"x3"x4-1/2" plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches min. into concrete. Min. anchor bolt concrete edge dist. (perp. to mudsill) is 1-3/4”. Min. anchor bolt concrete end dist. (parallel to mudsill) is 8”. (9) Use 0.131"dia. x 1-1/2" long nails if connector is in contact with framing. Use 0.131"dia. x 2-1/2" long nails if connector is installed over sheathing. (10) Adjoining horz. panel joints are not permitted to be located on either side of the top plate or the bottom plate. Locate adjoining horz. panel joints on the rim joist above and/or below or at blocking in wall above and/or below. (11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be multiplied by two (2). (12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying ASD values above by 1.6. (13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. (14) Shearwall edge nailing is required along full height of all holdown members. At built-up holdown members, distribute edge nailing into all laminations. (15) LTP4's and/or A35's are not required at the top of the shear wall when/where the shear wall is sheathed on one side only and when/where the location of adjoining horz. panel joints meets note (10) requirements. (16) Vertical and horizontal panel joints (where occur) on opposite sides of the wall shall not occur on the same framing member (stud, plate, or blocking) unless that framing member is a 3x member (min.) with panel edge nailing staggered or that framing member is a (2)2x (min.) as per footnote (5) above. (17) Vertical and horizontal panel joints (where occur) shall be located on a 3x framing member (min.) with panel edge nailing staggered or on a (2)2x (min.) framing member as per footnote (5) above. rev. 12.04.18 Mark per plan Sheathing No. sides sheathed Fastener size Edge fastener spacing (14) Field fastener spacing Framing member at adjoining panels (2) Bottom plate when directly on wood (10) Bottom plate nail size Bottom plate nail spacing in each row Bottom plate when directly on concrete (4),(5),(10) Anchor bolt dia. (8) Anchor bolt spacing, (2x sill) (3x sill) Top plate connector (9),(15) Top plate connector spacing (11),(15) ASD Vseismic (12) ASD Vwind (+40%) (12) W6A 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12” 2x stud & unblocked horz. joints 2x 0.131” dia. x 3” 1-row 12” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 50” 145 plf 203 plf W6B 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 6” 2x stud & unblocked horz. joints 2x 0.131” dia. x 3” 1-row 9” 2x or 3x 5/8” 72”(2x) 72"(3x) A35 or LTP4 36” 193 plf 271 plf W6 7/16” PLY/OSB 1 0.131” dia. x 2.5” 6” 12”(3) 2x 2x 0.131” dia. x 3” 1-row 7” 2x or 3x 5/8” 68”(2x) 72"(3x) A35 or LTP4 30” 242 plf 339 plf W4 7/16” PLY/OSB 1 0.131” dia. x 2.5” 4” 12”(3) 2x 2x 0.131” dia. x 3” 2-row 10"(6) 2x or 3x 5/8” 47”(2x) 58"(3x) A35 or LTP4 20” 353 plf 495 plf W3 7/16” PLY/OSB 1 0.131” dia. x 2.5” 3” 12”(3) 3x (5, 17) 2x 0.131” dia. x 3” 2-row 8"(6) 2x or 3x 5/8” 36”(2x) 45"(3x) A35 or LTP4 16” 456 plf 638 plf W2 7/16” PLY/OSB 1 0.131” dia. x 2.5" 2” 12”(3) 3x (5, 17) 2x 0.131” dia. x 3” 2-rows 6"(6) 2x or 3x 5/8” 28"(2x) 34"(3x) A35 or LTP4 12” 595 plf 833 plf 2W3 7/16” PLY/OSB 2 0.131” dia. x 2.5" 3” 12”(3) 3x (5, 16, 17) 2x 0.131” dia. x 3” 3-rows 6"(6) 2x or 3x 5/8” 18"(2x) 22"(3x) A35 or LTP4 8” 911 plf 1276 plf 2W2 19/32” PLY/OSB 2 0.131” dia. x 2.5" 2” 12” 3x (5, 16, 17) 2x 0.131” dia. x 3” 3-rows 4"(6) 2x or 3x 5/8” 12"(2x) 15"(3x) A35 or LTP4 5” 1363 plf 1908 plf
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: (206) 200-8764
email: elreng33@gmail.com
Vertical Calculations
Roof
Member Name Results Current Solution Comments
1 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
2 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
Upper Floor
Member Name Results Current Solution Comments
1 Passed 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
2 Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
3 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
4 Passed 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
5 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
6 Passed 2 piece(s) 2 x 12 Hem-Fir No. 2
7 Passed 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC
Main Floor
Member Name Results Current Solution Comments
1 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
2 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
3 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
4 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
2004-A
JOB SUMMARY REPORT
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 1 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)810 @ 0 3281 (1.50")Passed (25%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)285 @ 8 3/4"3502 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)455 @ 1' 1 1/2"3438 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.001 @ 1' 1 1/2"0.075 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.002 @ 1' 1 1/2"0.112 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"308 502 810 None
2 - Trimmer - HF 1.50"1.50"1.50"308 502 810 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)2' 3" o/c
Bottom Edge (Lu)2' 3" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 2' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 2' 3"17' 10"15.0 25.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, 1
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 2 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3635 @ 6' 3"6563 (3.00")Passed (55%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2898 @ 5' 4 1/4"4468 Passed (65%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4807 @ 4' 7 1/2"5166 Passed (93%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.048 @ 3' 4 3/8"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.078 @ 3' 4 3/8"0.313 Passed (L/967)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"581 925 1506 None
2 - Trimmer - HF 3.00"3.00"1.66"1380 2255 3635 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)6' 5" o/c
Bottom Edge (Lu)6' 5" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 4 1/2"N/A 8.2 --
1 - Tapered (PSF)0 to 4' 7 1/2"3' 10" to 6' 10"15.0 25.0 Default Load
2 - Point (lb)4' 7 1/2"N/A 1070 1783
3 - Uniform (PSF)4' 7 1/2" to 6' 4 1/2"17' 10"15.0 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: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Roof, 2
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 3 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1458 @ 4"18906 (5.50")Passed (8%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1166 @ 1' 3"6810 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4082 @ 6' 3"6937 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.119 @ 6' 3"0.394 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.201 @ 6' 3"0.592 Passed (L/705)--1.0 D + 1.0 S (All Spans)
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
Member Pitch : 0/12
•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.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 5.50"5.50"1.50"598 859 1457 Blocking
2 - Column - HF 5.50"5.50"1.50"598 859 1457 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)12' 6" o/c
Bottom Edge (Lu)12' 6" o/c
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 12' 6"N/A 13.2 --
1 - Uniform (PSF)0 to 12' 6" (Top)5' 6"15.0 25.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 1
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 4 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5238 @ 8' 4 1/2"6825 (3.00")Passed (77%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4102 @ 7' 4 1/2"7466 Passed (55%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)11705 @ 4' 10 1/2"14792 Passed (79%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.115 @ 4' 4 1/2"0.275 Passed (L/857)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.208 @ 4' 4 1/2"0.412 Passed (L/475)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.53"1552 1289 1288 4129 None
2 - Trimmer - HF 3.00"3.00"2.30"2334 1289 2583 6206 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)8' 6" o/c
Bottom Edge (Lu)8' 6" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.9 ----
1 - Point (lb)4' 10 1/2"N/A 1380 -2255 Linked from: 2,
Support 2
2 - Uniform (PSF)0 to 8' 6"8' 1"10.0 --
3 - Uniform (PSF)4' 10 1/2" to 8' 6"17' 10"15.0 -25.0
4 - Uniform (PSF)0 to 8' 6"7' 7"12.0 40.0 -
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 2
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 5 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1632 @ 0 3281 (1.50")Passed (50%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)900 @ 8 3/4"3502 Passed (26%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)1326 @ 1' 7 1/2"3438 Passed (39%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.008 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.014 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
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 Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"745 358 826 1929 None
2 - Trimmer - HF 1.50"1.50"1.50"745 358 826 1929 None
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)3' 3" o/c
Bottom Edge (Lu)3' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 ----
1 - Uniform (PSF)0 to 3' 3"8' 1"10.0 --
2 - Uniform (PSF)0 to 3' 3"5' 6"12.0 40.0 -
3 - Uniform (PSF)0 to 3' 3"17' 10"15.0 -25.0
4 - Uniform (PSF)0 to 3' 3"2' 6"15.0 -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: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 3
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 6 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5029 @ 4"19663 (5.50")Passed (26%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)4191 @ 1' 7"13118 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)22241 @ 9' 6"33237 Passed (67%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.493 @ 9' 6"0.611 Passed (L/447)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.663 @ 9' 6"0.917 Passed (L/332)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 18' 4".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - DF 5.50"5.50"1.50"1292 3737 5029 Blocking
2 - Column - DF 5.50"5.50"1.50"1292 3737 5029 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)19' o/c
Bottom Edge (Lu)19' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 19'N/A 18.0 --
1 - Uniform (PSF)0 to 19' (Top)9' 10"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 4
1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 7 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3303 @ 1 1/2"10725 (3.00")Passed (31%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2810 @ 1' 3"11660 Passed (24%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)13421 @ 8' 4 1/2"26400 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.234 @ 8' 4 1/2"0.550 Passed (L/846)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.461 @ 8' 4 1/2"0.825 Passed (L/429)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16' 6".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"1628 1675 523 3826 None
2 - Trimmer - HF 3.00"3.00"1.50"1628 1675 523 3826 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 Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 16' 9"N/A 16.0 ----
1 - Uniform (PSF)0 to 16' 9" (Top)5'12.0 40.0 -Default Load
2 - Uniform (PSF)0 to 16' 9" (Top)8' 1"10.0 --Default Load
3 - Uniform (PSF)0 to 16' 9" (Top)2' 6"15.0 -25.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 5
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 8 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1560 @ 5' 4"4253 (3.50")Passed (37%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)841 @ 1' 4 3/4"3375 Passed (25%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1828 @ 2' 10"4482 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.013 @ 2' 10"0.125 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.018 @ 2' 10"0.250 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 5.50"5.50"1.50"401 1256 1657 Blocking
2 - Stud wall - HF 3.50"3.50"1.50"377 1182 1559 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 6" o/c
Bottom Edge (Lu)5' 6" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 5' 6"N/A 8.6 --
1 - Uniform (PSF)0 to 5' 6" (Top)11' 1"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 6
2 piece(s) 2 x 12 Hem-Fir No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 9 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1332 @ 14' 11 1/2"2430 (4.00")Passed (55%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)435 @ 1' 4 3/4"1688 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1843 @ 7' 8"2577 Passed (72%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.235 @ 7' 8"0.365 Passed (L/746)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.305 @ 7' 8"0.729 Passed (L/574)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating N/A N/A N/A --N/A
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
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 15% increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
•No composite action between deck and joist was considered in analysis.
• 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 Total Accessories
1 - Stud wall - HF 5.50"5.50"1.50"123 409 -532 Blocking
2 - Stud wall - HF 5.50"4.00"2.19"587 409 595 1591 1 1/2" Rim Board
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)5' 10" o/c
Bottom Edge (Lu)15' 3" o/c
Dead Floor Live Snow
Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 15' 4"16"12.0 40.0 -Default Load
2 - Point (PLF)15' 1 1/4"16"81.0 --
3 - Point (PLF)15' 1 1/4"16"267.0 -446.0
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: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Upper Floor, 7
1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 10 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3601 @ 8' 9"6563 (3.00")Passed (55%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1550 @ 8' 1/4"3045 Passed (51%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2622 @ 8' 9"2989 Passed (88%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.091 @ 4' 10 3/16"0.250 Passed (L/994)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.108 @ 4' 9 11/16"0.375 Passed (L/834)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"422 1435 1857 Blocking
2 - Column - HF 3.00"3.00"1.65"818 2783 3601 Blocking
3 - Column - HF 3.00"3.00"1.52"687 2627 3314 Blocking
4 - Column - HF 3.00"3.00"1.65"818 2783 3601 Blocking
5 - Column - HF 3.00"3.00"1.50"422 1435 1857 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)32' 6" o/c
Bottom Edge (Lu)32' 6" o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 32' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 32' 6" (Top)7' 7"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Main Floor, 1
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 11 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)7746 @ 7'9844 (4.50")Passed (79%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)3015 @ 6' 1/2"3885 Passed (78%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-4347 @ 7'4492 Passed (97%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.037 @ 4' 1 5/16"0.192 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.043 @ 4' 15/16"0.287 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"471 1703 2174 Blocking
2 - Column - HF 4.50"4.50"3.54"2188 5558 7746 Blocking
3 - Column - HF 3.00"3.00"1.84"1149 2883 4032 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' o/c
Bottom Edge (Lu)14' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 14'N/A 8.2 --
1 - Uniform (PSF)0 to 14' (Top)7' 3"12.0 40.0 Default Load
2 - Point (lb)4' 7" (Top)N/A 377 1182 Linked from: 6,
Support 2
3 - Uniform (PSF)4' 7" to 14' (Top)9' 1"10.0 -
4 - Uniform (PSF)4' 7" to 14' (Top)11'12.0 40.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Main Floor, 2
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 12 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5982 @ 7'6563 (3.00")Passed (91%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2578 @ 6' 1 1/4"3885 Passed (66%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-3430 @ 7'4492 Passed (76%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.032 @ 4' 1 3/16"0.192 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.038 @ 4' 13/16"0.287 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"430 1484 1914 Blocking
2 - Column - HF 3.00"3.00"2.73"1793 4188 5981 Blocking
3 - Column - HF 3.00"3.00"1.50"894 1989 2883 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' o/c
Bottom Edge (Lu)14' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 14'N/A 8.2 --
1 - Uniform (PSF)0 to 14' (Top)6' 4"12.0 40.0 Default Load
2 - Point (lb)4' 7" (Top)N/A 377 1182 Linked from: 6,
Support 2
3 - Uniform (PSF)4' 7" to 14' (Top)9' 1"10.0 -
4 - Uniform (PSF)4' 7" to 14' (Top)6' 3"12.0 40.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Main Floor, 3
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 13 / 14
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5815 @ 7'6563 (3.00")Passed (89%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2363 @ 7' 10 3/4"3885 Passed (61%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-3074 @ 7'4492 Passed (68%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.031 @ 10' 3/8"0.192 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.040 @ 10' 11/16"0.287 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"270 1026 1296 Blocking
2 - Column - HF 3.00"3.00"2.66"1736 4079 5815 Blocking
3 - Column - HF 3.00"3.00"1.67"1098 2565 3663 Blocking
•Maximum allowable bracing intervals based on applied load.
Lateral Bracing Bracing Intervals Comments
Top Edge (Lu)14' o/c
Bottom Edge (Lu)14' o/c
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 14'N/A 8.2 --
1 - Uniform (PSF)0 to 4' 7" (Top)5' 5"12.0 40.0 Default Load
2 - Uniform (PSF)4' 7" to 14' (Top)9' 1"10.0 -
3 - Uniform (PSF)4' 7" to 14' (Top)8' 1"12.0 40.0
4 - Uniform (PSF)4' 7" to 14' (Top)8' 2"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by Architect/Designer: RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
Main Floor, 4
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 12/21/2020 8:39:49 PM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v3.1, Engine: V8.1.5.1, Data: V8.0.1.0
File Name: 2004-A
Client: Gallardo Homes
Project: John's Meadows - Lot 26 - Plan 2004-A
Page 14 / 14
This spreadsheet calculates soil pressures and Vu/φVn & Mu/φMn for a continuous plain concrete footing under a concrete stem wall (assume all to be minimally reinforced)Project:General2004-A12/21/2020Code:ACI 318R-14 Chapter 14 - "Plain Concrete"Footing ID:Typical - Plain concrete, f'c = 2500 psi, 16" wide x 6" thick continuous footing under 8" wide x 48" tall stem wall - [Table R403.1(1) - 2-story with crawl space]ftg. (w) =16ftg. (h) =6stem (w) =8stem (h) =48f'c =2500φ =0.6Allow. SP =1500P =4inches< OK1) Determine and input unfactored design loads applied to footingD (psf)trib-1 (ft)trib-2 (ft)D (plf)L (psf)L (plf)S (psf)S (plf)Roof1521.58324025540Wall108.088100Floor (Roof-1)127.590403000Wall109.089100Floor (Roof-2)123.83546401530Wall1044000Floor (Roof-3)12004000Stem wall15084840000Footing150166100001171 453 540Factored design loadsSum total for L.C.1.2D + 1.6L + 0.50S + 1.60H (assumed to govern)14067252702401plfFactored soil pressures 1.2D + 1.6L + 0.50S + 1.60H (assumed to govern)10545442021801psfUnfactored soil pressuresD + L OK >1219psfD + 0.75(L + S)OK >1437psf2) Shear (in footing)Capacity - Table 14.5.5.1 (a)DemandDemand/Capacity ratiosφVn = 1920lbs per ftVu =600lbs per ftD/C =0.313< OKφ = 0.6f'c =2500h =6h (14.5.1.7) =43) Bending (in footing)Capacity - 14.5.2.1aDemandφMn = 400ft lbs per ftMu =100ft lbs per ftD/C =0.250< OKφ = 0.6f'c =2500h =6h (14.5.1.7) =4
Wall Footing
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:2004-A)>Typical foundation "design" - 2-story + crawl space loads on typical plain concrete 2-story 8" x 48" tall stemwall &
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
Project Title:
Engineer:ELR
Project ID:
Printed: 21 DEC 2020, 12:41PM
Project Descr:
Code References
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Material Properties Soil Design Values
1.50
Analysis Settings
150.0ksi
No
ksfAllowable Soil Bearing =
=
2.50
40.0
2,850.0
150.0 =0.250
Flexure =0.90
Shear =
ValuesM
Soil Passive Resistance (for Sliding)
1.0
1.0
=
Increases based on footing Width
Allow. Pressure Increase per foot of width =ksf
when footing is wider than =ft:
=
AutoCalc Footing Weight as DL No
Adjusted Allowable Bearing Pressure ksf=1.50
when base footing is below ft
pcf
Increase Bearing By Footing Weight
=pcf
Min. Overturning Safety Factor
=
: 1
Increases based on footing Depth0.750 =
Soil/Concrete Friction Coeff.
Ec : Concrete Elastic Modulus
Min. Sliding Safety Factor
=
=
: 1
Reference Depth below Surface ft
=Allow. Pressure Increase per foot of depth ksf
=
=
=
Concrete Density
=
Min Allow % Temp Reinf.
ksif'c : Concrete 28 day strength
fy : Rebar Yield ksi
Min Steel % Bending Reinf.
Dimensions
Footing Width 1.333 ft=
Wall center offset
from center of footing 0 in
=
=
Wall Thickness 8.0 in
Footing Thickness 6.0 in=
Rebar Centerline to Edge of Concrete...
=inat Bottom of footing 3.250
Reinforcing
#
Bars along X-X Axis
Reinforcing Bar Size
=
4
Bar spacing
=
99.00
Applied Loads
1.171 0.4530 0.540
D Lr
ksf
L S
P : Column Load
OB : Overburden =
k
W E
M-zz
V-x =k
k-ft
Vx applied =in above top of footing
=
H
=
Wall Footing
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:2004-A)>Typical foundation "design" - 2-story + crawl space loads on typical plain concrete 2-story 8" x 48" tall stemwall &
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
Project Title:
Engineer:ELR
Project ID:
Printed: 21 DEC 2020, 12:41PM
Project Descr:
DESIGN SUMMARY Design OK
Governing Load CombinationFactor of Safety Item Applied Capacity
PASS 0.9581 Soil Bearing 1.437 ksf 1.50 ksf +D+0.750L+0.750S
PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning
PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding
PASS n/a Uplift 0.0 k 0.0 k No Uplift
Utilization Ratio Item Applied Capacity Governing Load Combination
PASS 0.5231 Z Flexure (+X)0.1039 k-ft 0.1986 k-ft +1.20D+0.50L+1.60S
PASS 0.2209 Z Flexure (-X)0.04387 k-ft 0.1986 k-ft +0.90D
PASS 0.08067 1-way Shear (+X)6.050 psi 75.0 psi +1.20D+0.50L+1.60S
PASS 0.08067 1-way Shear (-X)6.050 psi 75.0 psi +1.20D+0.50L+1.60S
Detailed Results
Rotation Axis &Xecc
Actual Soil Bearing Stress Actual / Allowable
Soil Bearing
Gross Allowable -X +X RatioLoad Combination...
, D Only 1.50 ksf 0.8785 ksf 0.8785 ksf 0.5860.0 in
, +D+L 1.50 ksf 1.218 ksf 1.218 ksf 0.8120.0 in
, +D+S 1.50 ksf 1.284 ksf 1.284 ksf 0.8560.0 in
, +D+0.750L 1.50 ksf 1.133 ksf 1.133 ksf 0.7560.0 in
, +D+0.750L+0.750S 1.50 ksf 1.437 ksf 1.437 ksf 0.9580.0 in
, +0.60D 1.50 ksf 0.5271 ksf 0.5271 ksf 0.3510.0 in
Flexure Axis & Load Combination k-ft
As Req'd
Footing Flexure
Tension @ Bot.Which Actual As
Statusk-ft
Mu
Side ?or Top ?in^2in^2 in^2
Gvrn. As Phi*Mn
, +1.40D 0.06825 -X Bottom 0.0083 Min for Bending 0.0242 0.1986 OK
, +1.40D 0.06825 +X Bottom 0.0083 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60L 0.08867 -X Bottom 0.0108 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60L 0.08867 +X Bottom 0.0108 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60L+0.50S 0.09991 -X Bottom 0.0122 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60L+0.50S 0.09991 +X Bottom 0.0122 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L 0.06792 -X Bottom 0.0083 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L 0.06792 +X Bottom 0.0083 Min for Bending 0.0242 0.1986 OK
, +1.20D 0.0585 -X Bottom 0.0071 Min for Bending 0.0242 0.1986 OK
, +1.20D 0.0585 +X Bottom 0.0071 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+1.60S 0.1039 -X Bottom 0.0126 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+1.60S 0.1039 +X Bottom 0.0126 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60S 0.09446 -X Bottom 0.0115 Min for Bending 0.0242 0.1986 OK
, +1.20D+1.60S 0.09446 +X Bottom 0.0115 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+0.50S 0.07916 -X Bottom 0.0096 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+0.50S 0.07916 +X Bottom 0.0096 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+0.20S 0.07242 -X Bottom 0.0088 Min for Bending 0.0242 0.1986 OK
, +1.20D+0.50L+0.20S 0.07242 +X Bottom 0.0088 Min for Bending 0.0242 0.1986 OK
, +0.90D 0.04387 -X Bottom 0.0053 Min for Bending 0.0242 0.1986 OK
, +0.90D 0.04387 +X Bottom 0.0053 Min for Bending 0.0242 0.1986 OK
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: (206) 200-8764
email: elreng33@gmail.com
Lateral Calculations
ASCE Seismic Base Shear
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:Seismic load design values - JM-26 - Plan 2004-A
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
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File: 2004.ec6
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Risk Category
ASCE 7-10, Page 2, Table 1.5-1
Calculations per ASCE 7-10
"II" : All Buildings and other structures except those listed as Category I, III, and IVRisk Category of Building or Other Structure :
Seismic Importance Factor =1 ASCE 7-10, Page 5, Table 1.5-2
Seismic load design values - JM-26 - Plan 2004-A
Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1
Longitude =122.592 deg West
Latitude =46.942 deg NorthMax. Ground Motions, 5% Damping :
S =1.250S g, 0.2 sec response
S 0.49751 g, 1.0 sec response=
Site Class, Site Coeff. and Design Category
Site Classification ASCE 7-10 Table 20.3-1"D" : Shear Wave Velocity 600 to 1,200 ft/sec =D
Site Coefficients Fa & Fv ASCE 7-10 Table 11.4-1 & 11.4-2
(using straight-line interpolation from table values)
Fa =1.00
Fv =1.50
Maximum Considered Earthquake Acceleration ASCE 7-10 Eq. 11.4-1S = Fa * Ss 1.250=MS
S = Fv * S1 =0.747M1 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 =0.833DSMS
=0.498 ASCE 7-10 Eq. 11.4-4S = S * 2/3D1M1
Seismic Design Category ASCE 7-10 Table 11.6-1 & -2=D
(Based on Testing)
Resisting System ASCE 7-10 Table 12.2-1
Basic Seismic Force Resisting System . . .Bearing Wall Systems
13.Light-frame (wood) walls sheathed w/wood structural panels rated for shear resistance.
NOTE! See ASCE 7-10 for all applicable footnotes.
Building height Limits :Response Modification Coefficient " R "=6.50
Category "A & B" Limit:No LimitSystem Overstrength Factor " Wo "=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 7-10 Section 12.8.2
Equivalent Lateral Force Procedure
The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-10 12.8
Use ASCE 12.8-7Determine Building Period
Structure Type for Building Period Calculation :All Other Structural Systems
" Ct " value 0.020=
" x " value
" hn " : Height from base to highest level =22.393 ft
" Ta " Approximate fundemental period using Eq. 12.8-7 :
6.000"TL" : Long-period transition period per ASCE 7-10 Maps 22-12 -> 22-16 sec
Ta = Ct * (hn ^ x) =0.206
0.75
sec
=
=0.206 sec
" Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1
S : Short Period Design Spectral Response 0.833
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.128From Eq. 12.8-2, Preliminary Cs =
0.372From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.037
DS
=Cs : Seismic Response Coefficient =0.1282
=
=
Seismic Base Shear ASCE 7-10 Section 12.8.1
W ( see Sum Wi below ) =66.80 kCs =0.1282 from 12.8.1.1
Seismic Base Shear V = Cs * W =8.56 k
ASCE Seismic Base Shear
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:Seismic load design values - JM-26 - Plan 2004-A
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
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Vertical Distribution of Seismic Forces ASCE 7-10 Section 12.8.3
" k " : hx exponent based on Ta =1.00
Table of building Weights by Floor Level...
Wi : Weight Hi : Height (Wi * Hi^k)Cvx Fx=Cvx * V Sum Story Shear Sum Story MomentLevel #
2 30.59 18.83 576.10 0.6200 5.31 5.31 0.00
1 36.21 9.75 353.05 0.3800 3.25 8.56 48.23
Sum Wi =66.80 k Total Base Shear =8.56 k
Base Moment =
929.15 k-ftSum Wi * Hi =
131.7 k-ft
Diaphragm Forces : Seismic Design Category "B" to "F"ASCE 7-10 12.10.1.1
Level #Wi Fi Fpx : MaxFpx : CalcdSum Fi Sum Wi Fpx Dsgn. ForceFpx : Min
2 30.59 5.31 5.31 30.59 5.31 5.10 10.20 5.31 5.31
1 36.21 3.25 8.56 66.80 4.64 6.04 12.07 6.04 6.04
Wpx . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Weight at level of diaphragm and other structure elements attached to it.
Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Design Lateral Force applied at the level.
Sum Fi . . . . . . . . . . . . . . . . . . . . . . . . . . . . .Sum of "Lat. Force" of current level plus all levels above
0.20 * S * I * WpxMIN Req'd Force @ Level . . . . . . . . . .DS
DSMAX Req'd Force @ Level . . . . . . . . . .0.40 * S * I * Wpx
Fpx : Design Force @ Level . . . . . . . . . .Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level
ASCE 7-10 Wind Forces, Chapter 27, Part I
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
Project Title:
Engineer:ELR
Project ID:
Printed: 21 DEC 2020, 12:42PM
Project Descr:
ASCE 7-10 wind forces - Gallrdo/JM-26/Plan 2004-A
Basic Values
2
110.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
38.50
34.0
22.393
Risk Category
V : Basic Wind Speed
per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) =
Exposure Category per ASCE 7-10 Section 26.7
h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-10 Table 26.6-1
Horizontal Dim. in East-West Direction (B or L) =ft
North :East :
South :West :
Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1
North :K1 =K2 =K3 =Kzt =
East :K1 =K2 =K3 =
West :K1 =K2 =K3 =
Kzt =1.000
Kzt =1.000
User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.
Building Period & Flexibility Category
1.000
ft
South :K1 =K2 =K3 =Kzt =1.000
Building Story Data
Level Description
hi E : XStory Ht E : XR
ft ft
R
ftft
Upper 9.0818.83 0.000 0.000
Lower 9.759.75 0.000 0.000
Gust Factor For wind coming from direction indicated
North =
East =0.850 West =0.850
0.850 South =0.850
Enclosure
Check if Building Qualifies as "Open"
640.0 640.0 725.0 725.0
ft^2
Roof Total
1,424.0 ft^2 4,154.0 ft^2
ft^2 0.0 ft^2
North Wall South Wall East Wall West Wall
ft^2Agrossft^2 ft^2 ft^2
Aopenings ft^2 ft^2 ft^2
Aopenings >= 0.8 * Agross ?No No No No
Building does NOT qualify as "Open"All four Agross values must be non-zero
User has specified the Building is to be considered Enclosed when NORTH elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when SOUTH elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when EAST elevation receives positive external pressure
User has specified the Building is to be considered Enclosed when WEST elevation receives positive external pressure
Velocity Pressures
psf
When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 27.3-1) :
North Wall =0.6444 South Wall =0.6444 psf East Wall =0.6444 psf West Wall =0.6444 psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall =16.968 psf South Wall =16.968 psf East Wall =16.968 psf West Wall =16.968 psf
qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1
Height Above Base (ft)
North Elevation East Elevation West Elevation
Kz qz Kz qzKzqzKzqz
South Elevation
0.575 15.130.00 0.57515.13 15.13 15.130.5750.575
0.575 15.134.00 0.57515.13 15.13 15.130.5750.575
0.575 15.138.00 0.57515.13 15.13 15.130.5750.575
0.575 15.1312.00 0.57515.13 15.13 15.130.5750.575
ASCE 7-10 Wind Forces, Chapter 27, Part I
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
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Project ID:
Printed: 21 DEC 2020, 12:42PM
Project Descr:
0.585 15.4116.00 0.58515.41 15.41 15.410.5850.585
0.624 16.4320.00 0.62416.43 16.43 16.430.6240.624
Pressure Coefficients GCpi Values when elevation receives positive external pressure
0.80 0.80 0.80 0.80
-0.470 -0.470 -0.50 -0.50
-0.70 -0.70 -0.70 -0.70
GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1
North South East West
0.180+/-0.180 0.180 0.180+/-
Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
Windward Wall
East WestSouth
Leeward Wall
Side Walls
North
+/-+/-
User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn
Cp or Cn Values when the indicated building elevation receives positive external pressure
Description North South East West
-0.350perp:windward -0.350
-0.60perp:leeward -0.60
0.10perp:windward 0.10
ll:0 to h/2 -0.90 -0.90
ll:h/2 to h -0.90 -0.90
ll:h to 2h -0.50 -0.50
ll: > 2h -0.30 -0.30
ll:0 > 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 -9.833 -3.724
Side Wall Pressures -13.150 -7.042
psf
psf psf
0.00 7.24 13.34
4.00 7.24 13.34
8.00 7.24 13.34
12.00 7.24 13.34
16.00 7.43 13.54
20.00 8.12 14.23
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
perp:windward -8.10 -1.99
perp:leeward -11.71 -5.60
perp:windward -1.61 4.50
ASCE 7-10 Wind Forces, Chapter 27, Part I
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
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Engineer:ELR
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Printed: 21 DEC 2020, 12:42PM
Project Descr:
Wind Pressures when SOUTH Elevation receives positive external wind pressure
psf
Windward Wall Pressures . . .
Height Above Base (ft)
Positive Internal Negative Internal
Pressure (psf)Pressure (psf)
Positive Internal Negative Internal
Leeward Wall Pressures -9.833 -3.724
Side Wall Pressures -13.150 -7.042
psf
psf psf
0.00 7.24 13.34
4.00 7.24 13.34
8.00 7.24 13.34
12.00 7.24 13.34
16.00 7.43 13.54
20.00 8.12 14.23
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
perp:windward -8.10 -1.99
perp:leeward -11.71 -5.60
perp:windward -1.61 4.50
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 -10.265 -4.157
Side Wall Pressures -13.150 -7.042
psf
psf psf
0.00 7.24 13.34
4.00 7.24 13.34
8.00 7.24 13.34
12.00 7.24 13.34
16.00 7.43 13.54
20.00 8.12 14.23
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
ll:0 to h/2 -16.03 -9.93
ll:h/2 to h -16.03 -9.93
ll:h to 2h -10.27 -4.16
ll: > 2h -7.38 -1.27
ll:0 > 2h -5.65 0.46
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 -10.265 -4.157
Side Wall Pressures -13.150 -7.042
psf
psf psf
0.00 7.24 13.34
4.00 7.24 13.34
8.00 7.24 13.34
12.00 7.24 13.34
16.00 7.43 13.54
20.00 8.12 14.23
ASCE 7-10 Wind Forces, Chapter 27, Part I
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: 2004.ec6
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Engineer:ELR
Project ID:
Printed: 21 DEC 2020, 12:42PM
Project Descr:
Roof Pressures . . .Positive Internal Negative Internal
Description Pressure (psf)Pressure (psf)
ll:0 to h/2 -16.03 -9.93
ll:h/2 to h -16.03 -9.93
ll:h to 2h -10.27 -4.16
ll: > 2h -7.38 -1.27
ll:0 > 2h -5.65 0.46
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 -2.68 ------4.5414.29' -> 18.83'---North
CASE 1 ---Level 1 -5.46 ------9.424.88' -> 14.29'---North
CASE 1 ---Level 2 2.68 ------4.5414.29' -> 18.83'---South
CASE 1 ---Level 1 5.46 ------9.424.88' -> 14.29'---South
CASE 1 ---Level 2 ----3.11 ---4.5414.29' -> 18.83'---East
CASE 1 ---Level 1 ----6.34 ---9.424.88' -> 14.29'---East
CASE 1 ---Level 2 ---3.11 ---4.5414.29' -> 18.83'---West
CASE 1 ---Level 1 ---6.34 ---9.424.88' -> 14.29'---West
CASE 2 +/- 10.3Level 2 -2.01 ---5.104.5414.29' -> 18.83'---North
CASE 2 +/- 20.9Level 1 -4.10 ---5.109.424.88' -> 14.29'---North
CASE 2 +/- 10.3Level 2 2.01 ---5.104.5414.29' -> 18.83'---South
CASE 2 +/- 20.9Level 1 4.10 ---5.109.424.88' -> 14.29'---South
CASE 2 +/- 13.5Level 2 ----2.33 ---4.5414.29' -> 18.83'5.77East
CASE 2 +/- 27.5Level 1 ----4.76 ---9.424.88' -> 14.29'5.77East
CASE 2 +/- 13.5Level 2 ---2.33 ---4.5414.29' -> 18.83'5.77West
CASE 2 +/- 27.5Level 1 ---4.76 ---9.424.88' -> 14.29'5.77West
CASE 3 ---Level 2 -2.01 -2.33 ---4.5414.29' -> 18.83'---North & East
CASE 3 ---Level 1 -4.10 -4.76 ---9.424.88' -> 14.29'---North & East
CASE 3 ---Level 2 -2.01 2.33 ---4.5414.29' -> 18.83'---North & West
CASE 3 ---Level 1 -4.10 4.76 ---9.424.88' -> 14.29'---North & West
CASE 3 ---Level 2 2.01 2.33 ---4.5414.29' -> 18.83'---South & West
CASE 3 ---Level 1 4.10 4.76 ---9.424.88' -> 14.29'---South & West
CASE 3 ---Level 2 2.01 -2.33 ---4.5414.29' -> 18.83'---South & East
CASE 3 ---Level 1 4.10 -4.76 ---9.424.88' -> 14.29'---South & East
CASE 4 +/- 17.8Level 2 -1.51 -1.75 5.104.5414.29' -> 18.83'5.77North & East
CASE 4 +/- 36.3Level 1 -3.08 -3.57 5.109.424.88' -> 14.29'5.77North & East
CASE 4 +/- 17.8Level 2 -1.51 1.75 5.104.5414.29' -> 18.83'5.77North & West
CASE 4 +/- 36.3Level 1 -3.08 3.57 5.109.424.88' -> 14.29'5.77North & West
CASE 4 +/- 17.8Level 2 1.51 1.75 5.104.5414.29' -> 18.83'5.77South & West
CASE 4 +/- 36.3Level 1 3.08 3.57 5.109.424.88' -> 14.29'5.77South & West
CASE 4 +/- 17.8Level 2 1.51 -1.75 5.104.5414.29' -> 18.83'5.77South & East
CASE 4 +/- 36.3Level 1 3.08 -3.57 5.109.424.88' -> 14.29'5.77South & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
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Printed: 21 DEC 2020, 12:42PM
Project Descr:
Min per ASCE 27.4.7 ---Level 2 -2.47 ------4.5414.29' -> 18.83'---North
Min per ASCE 27.4.7 ---Level 1 -5.12 ------9.424.88' -> 14.29'---North
Min per ASCE 27.4.7 ---Level 2 2.47 ------4.5414.29' -> 18.83'---South
Min per ASCE 27.4.7 ---Level 1 5.12 ------9.424.88' -> 14.29'---South
Min per ASCE 27.4.7 ---Level 2 ----2.80 ---4.5414.29' -> 18.83'---East
Min per ASCE 27.4.7 ---Level 1 ----5.80 ---9.424.88' -> 14.29'---East
Min per ASCE 27.4.7 ---Level 2 ---2.80 ---4.5414.29' -> 18.83'---West
Min per ASCE 27.4.7 ---Level 1 ---5.80 ---9.424.88' -> 14.29'---West
Base Shear for Design Wind Load Cases North
+Y
Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.
Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k)
Case 1 ---South -8.15 ---North
Case 1 ---North 8.15 ---South
Case 1 ---West ----9.46East
Case 1 ---East ---9.46West
Case 2 +/- 31.2South-6.11 ---North
Case 2 +/- 31.2North6.11 ---South
Case 2 +/- 40.9West----7.09East
Case 2 +/- 40.9East---7.09West
Case 3 ---South & West -6.11 -7.09North & East
Case 3 ---South & East -6.11 7.09North & West
Case 3 ---North & East 6.11 7.09South & West
Case 3 ---North & West 6.11 -7.09South & East
Case 4 +/- 54.1South & West -4.59 -5.32North & East
Case 4 +/- 54.1South & East -4.59 5.32North & West
Case 4 +/- 54.1North & East 4.59 5.32South & West
Case 4 +/- 54.1North & West 4.59 -5.32South & East
Min per ASCE 27.4.7 ---South -7.59 ---North
Min per ASCE 27.4.7 ---North 7.59 ---South
Min per ASCE 27.4.7 ---West ----8.60East
Min per ASCE 27.4.7 ---East ---8.60West
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comLATERAL LOADINGStory/base shear and diaphragm forces rho (ρ)Client:Gallardo HomesWind (E-W loads)Wind (N-S loads)SeismicWIND0.6SdsSEISMIC0.71.3Project:Plan 2004-A/JM-lot 26HstoryB (< N-S >)L (< E-W >)AlevelN-S loadsE-W loadsFpy (N-S)Fpx (E-W)0.833N-S loadsE-W loadsFpxy (both)Date:12/21/2020Roof38.5 34 1424Pw x B x L =2.68 3.112.68 3.11Cs x W = 5.31 5.31 5.31Revised:8.08Description:Wind/EQ DesignRoof-138.5 34 1412Pw x B x L =5.46 6.345.46 6.34Cs x W = 3.25 3.25 6.04Code: AWC-SDPWS-20159.08Roof-20 0 0Pw x B x L =0.00 0.000.00 0.00Cs x W = 0.00 0.00 0.000.00Base shear > Pw x B x L =8.14 9.45Cs x W = 8.56 8.56SummaryDesign base shear (ASD) >x 0.64.885.67kipsx ρ x 0.77.797.79kipscheck:OKSHEARWALLSASD ASDDemandWIND SEISMIC Flexible FlexibleFull height wall segments with A.R. <= 3.5:1 (except portal frames - PFXX)Flexible Rigid Flexible RigidRoof N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)< H'(if applies)8< H'(if applies)7< H'(if applies)6< H'(if applies)5< H'(if applies)4< H'(if applies)3< H'(if applies)217.00 7120.80 2.4215.33 16.5025 76< H'(if applies)117.00 7120.80 2.427.50 14.1737 111min Li =2.309OK34 1424OK1.614.83E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)< H'(if applies)H< H'(if applies)G< H'(if applies)F< H'(if applies)E< H'(if applies)D< H'(if applies)C19.25 6910.93 2.3416.7556 140< H'(if applies)B< H'(if applies)A19.25 7330.93 2.4910.50 19.0032 84min Li =2.309OK38.51424OK1.87 4.83Roof-1 N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)< H'(if applies)8< H'(if applies)7< H'(if applies)6< H'(if applies)5< H'(if applies)4< H'(if applies)3< H'(if applies)217.00 7062.44 3.8915.33 16.5077 122< H'(if applies)117.00 7062.44 3.8921.33114 183min Li =2.595OK34 1412OK4.887.79E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)< H'(if applies)H< H'(if applies)G< H'(if applies)F< H'(if applies)E< H'(if applies)D< H'(if applies)C7.50 3991.67 3.185.00 4.33 2.83 4.8399 187< H'(if applies)B19.25 6631.90 1.3918.00106 77< H'(if applies)A11.75 3502.09 3.2210.50 1.38 1.38158 243min Li =2.595OK38.51412OK5.67 7.79
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comEDAssumed orientation"E-W" gridsC>BY +A0,0 1 2 3 4X + >"N-S" gridsTotal lateral capacity of shear line with individual segment capacities within the shearline with A.R.i > 2:1 reducedby 2 Li/H per 2015 SDPWS 4.3.3.4.1 for shear lines with more than one shear wall and 1.25-H/8Li per 2015SDPWS 4.3.4.2 for shear lines with one wall onlyW6 W4 W3 W2 2W3 2W2Flexible7.696 11.249 14.505 18.945 29.010 43.375 W65.240 7.658 9.875 12.898 19.750 29.530 W6W6 W4 W3 W2 2W3 2W2Flexible4.050 5.919 7.633 9.970 15.266 22.825 W67.133 10.425 13.443 17.558 26.886 40.199 W6W6 W4 W3 W2 2W3 2W2Flexible7.696 11.249 14.505 18.945 29.010 43.375 W65.158 7.538 9.720 12.696 19.440 29.066 W6W6 W4 W3 W2 2W3 2W2Flexible3.802 5.556 7.164 9.358 14.329 21.424 W64.352 6.361 8.203 10.714 16.405 24.529 W62.740 4.005 5.164 6.745 10.329 15.443 W4
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comControlling 0.6D + 0.6W 0.6D + 0.7ρEHOLDOWNSFlexible Rigid Flexible Rigid MAX v hd shear Available resisting D WIND SEISMIC0.6WIND SEISMICRoofN-S loads Grid L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) (plf) W/E? uni. (plf) conc. (lbs) o/t T (lbs) o/t T (lbs)resist C (lbs) net o/t (lbs) net o/t (lbs)8.08< Hw88.08< Hw78.08< Hw68.08< Hw58.08< Hw48.08< Hw38.08< Hw215.33 16.5025 76 76 E163204 614 808 -604 -1958.08< Hw17.5014.1737111111E163300901694-394207E-W loads Grid L1 L2 L3 L4 L5 L68.08< HwH8.08< HwG8.08< HwF8.08< HwE8.08< HwD8.08< HwC16.7556 140 140 E348450 1132 1750 -1300 -6198.08< HwB8.08< HwA10.5019.00328484E141256682803-547-121Roof-1N-S loads Grid L1 L2 L3 L4 L5 L69.08< Hw89.08< Hw79.08< Hw69.08< Hw59.08< Hw49.08< Hw39.08< Hw215.33 16.5077 122 122 E302697 1111 1496 -799 -3849.08< Hw121.33114183183E302104016591934-894-275E-W loads Grid L1 L2 L3 L4 L5 L69.08< HwH9.08< HwG9.08< HwF9.08< HwE9.08< HwD9.08< HwC5.00 4.33 2.83 4.8399 187 187 E529895 1700 794 101 907 holdown9.08< HwB18.00106 77 106 W241960 701 1300 -341 -6009.08< HwA10.501.381.38158243243E292143522089195171289holdown
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
206.200.8764
elreng33@gmail.com
Client: Gallardo Homes
Project: Plan 2004-A/JM-lot 26
Date: 12/21/2020 Revised: 0
Description: Shearwall design - FTAO per 2015 AWC-SDPWS 4.3
WALL ID:Upper story -Grid A - 19'-0"
Apply Ωo per 12.3.3.3?N
Overstrength factor (Ωo) =N.A.N.A.< ASCE 7-10 12.4.3.3 allowable stress increase when designing with overstrength factor
0.6W (lbs) =601
0.7ρE (lbs) =1602 Apply Min. of
Controlling VASD (pounds)1602 < EQ controls V/L (plf) 84 Is ho/Li 4.3.3.4.1 Apply 2Li/ho or
h wall (ft)8.083 L wall (ft)19 ho/Li > 2:1? Except. 1? 4.3.4.2? 1.25-ho/8Li?
ha (ft)1.5 L1 (ft, 2'-0" min.)2.5 < Pier aspect ratio =1.60 No No No N.A.
ho (ft)4 Lo1 (ft)5
hb (ft)2.583 L2 (ft, 2'-0" min.)4 < Pier aspect ratio =1.00 No No No N.A.
Lo2 (ft)5
L3 (ft, 2'-0" min.)2.5 < Pier aspect ratio =1.60 No No No N.A.
1. Holdown forces: H = Vh/L H (lbs)682 Holdown force (lbs) =682
2. Unit shear above + below opening va=vb (plf)167 Resisting uniform (plf) =141 1338
va = vb = H/(ha+hb)Resisting concentrated (lbs) =0 0
3. Total boundary force above + below openings 0.6 x resisting =803
First opening: O1=va x (Lo1)835 Net Holdown force (lbs) =0 < 0.6D + 0.7ρE
Second opening: O2=va x (Lo2)835 Use Simpson NONE with inch thick chord (min.) or equivalent
4. Corner forces (pounds)Check chord bearing on HF plate (405 psi max.) >1.5 5.5 0 psi < OK
F1=O1(L1)/(L1+L2)321 Maximum horz. strap force (lbs) =514
F2=O1(L2)/(L1+L2) 514 Use Simpson CS22 x 228 inch long horz. strap over sheathing above/below window with flat 3x4 or flat (2)2x4 blocking
F3=O2(L2)/(L2+L3)514
F4=O2(L3)/(L2+L3) 321
5. Tributary length of opening (ft)
T1=(L1*Lo1)/(L1+L2) 1.92 vpier/min. of
T2=(L2*Lo1)/(L1+L2) 3.08
2Li/ho or
T3=(L2*Lo2)/(L2+L3) 3.08 vsegment or Is ho/Li 1.25-ho/8Li Controlling Determine
T4=(L3*Lo2)/(L2+L32)1.92 vpier > 2? if ho/Li > 2 pier? Wx
6. Unit shear beside opening Maximum shear in pier (plf) = va=vb 167 n.a. 167
V1=(V/L)(L1+T1)/L1 149 V1 149 No 149
V2=(V/L)(T2+L2+T3)/L2 214 V2 214 No 214 < controls W6
V3=(V/L)(T4+L3)/L3 149 V3 149 No 149
Check V1*L1+V2*L2+V3*L3=V?1602 < OK
7. Resistance to corner forces
R1 = V1xL1 = 373
R2 = V2xL2 = 856
R3 = V3xL3 = 373
8. Difference Corner Force + Resistance
R1-F1 52
R2-F2-F3 -171
R3-F4 52
9. Unit shear in corner zones
va1 = (R1-F1)/L1 21
va2 = (R2-F2-F3)/L2 -43
va3 = (R3-F4)/L3 21
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =332 885
- 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 =0.833
- ρ =1.3
V 885 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.08 ft ha1 1.50 ft P1=ho1/L1= 1.45 N/A
L1 2.75 ft ho1 4.00 ft P2=ho1/L2=1.45 N/A
L2 2.75 ft hb1 2.58 ft
Lwall 10.50 ft Lo1 5.00 ft
1. Hold-down forces: H = Vhwall/Lwall 682 lbf 6. Unit shear beside opening
161 plf
2. Unit shear above + below opening 161 plf
167 plf 885 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =835 lbf R1 = V1*L1 =443 lbf
R2 = V2*L2 =443 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =417 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =417 lbf R1-F1 =25 lbf
R2-F2 =25 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =2.50 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.50 ft vc1 = (R1-F1)/L1 =9 plf
vc2 = (R2-F2)/L2 =9 plf
Holdowns (overturning)
Twind =256 lbf
Tseismic =682 lbf
Holdowns (Dead resisting)
Uniform =141 plf
Conc. =0 lbf
Twind (net) =-188 lbf < (0.6D+0.6W)
Tseismic (net) =324 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?38 644 682 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?682 38 644 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?38 644 682 lbf
Req. Sheathing Capacity 161 plf < Seismic controls W6
Req. Strap Force 417 lbf < Seismic controls CS22 applied to one side of wall above and below window x 126 inches long
Req. HD Force (net)324 lbf < Seismic controls CS16 < Input holdown here
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
V2 = (V/L)(T2+L2)/L2 =
AWC-SDPWS-2015 12/21/2020
ELR
Gallardo Homes
Plan 2004-A/JM-lot 26
Upper story - Grid A - 10'-6"
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =2094 3220
- 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 =0.833
- ρ =1.3
V 3220 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.08 ft ha1 1.42 ft P1=ho1/L1= 1.82 N/A
L1 2.75 ft ho1 5.00 ft P2=ho1/L2=1.82 N/A
L2 2.75 ft hb1 2.67 ft
Lwall 10.50 ft Lo1 5.00 ft
1. Hold-down forces: H = Vhwall/Lwall 2786 lbf 6. Unit shear beside opening
586 plf
2. Unit shear above + below opening 586 plf
682 plf 3220 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =3411 lbf R1 = V1*L1 =1610 lbf
R2 = V2*L2 =1610 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =1706 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =1706 lbf R1-F1 =-96 lbf
R2-F2 =-96 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =2.50 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =2.50 ft vc1 = (R1-F1)/L1 =-35 plf
vc2 = (R2-F2)/L2 =-35 plf
Holdowns (overturning)
Twind =1811 lbf
Tseismic =2786 lbf
Holdowns (Dead resisting)
Uniform =292 plf
Conc. =0 lbf
Twind (net) =893 lbf < (0.6D+0.6W)
Tseismic (net) =2046 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-142 2928 2786 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?2786 -142 2928 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-142 2928 2786 lbf
Req. Sheathing Capacity 586 plf < Seismic controls W2
Req. Strap Force 1706 lbf < Seismic controls CS14 applied to one side of wall above and below window x 126 inches long
Req. HD Force (net)2046 lbf < Seismic controls STHD14RJ < Input holdown here
Design Summary
Lower story - Grid A - 10'-6"
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
AWC-SDPWS-2015 12/21/2020
ELR
Gallardo Homes
Plan 2004-A/JM-lot 26