20190344 SFP_Lot_2_ELREngCalcs_Gallardo Homes_John's Meadow_3096-A_Lot 2_062919
STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 3096-A
June 29, 2019
Client: Gallardo Homes
Site: Johns Meadows – Lot 2
10015 Greenbrier Ct. 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. Rice, PE06/30/19
ELR Engineering Project: 3096-A
1915 Dayton Ave NE Job No. Figured by: ELR
Renton, WA 98056 Checked by: Date: 6/29/2019 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 3096-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) - 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, 60 psf(deck)
5. Soils - Vertical bearing pressure (capacity): 1500 psf
Lateral bearing pressure (capacity): 150 psf/ft of depth
Coefficient of friction (capacity): 0.25 (multiplied by dead load)
Active design lateral load: 40 psf/ft of depth
At-rest design lateral load: 60 psf/ft of depth
STRUCTURAL OBSERVATION
1. Structural observation is required only when specifically designated as being required by the
registered design professional or the building official.
SOIL CONSTRUCTION
1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All
construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings
shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to
verify that the site soils provide the minimum vertical bearing pressure capacity stated above.
PIPE PILES
1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be
galvanized.
2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer’s
requirements.
REINFORCED CONCRETE
1. f'c = 3000 psi(*) at 28 days. Min 5-½ sacks of cement per cubic yard of concrete and
maximum of 6-3/4 gallons of water per 94 lb. sack of cement. (*) Special inspection is
not required - 3000 psi compressive strength is specified for weathering protection only
- structural design is based on f'c = 2500 psi.
2. Maximum aggregate size is 7/8”. Maximum slump = 4 inches.
3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of
concrete).
4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318.
Proportions of aggregate to cement shall be such as to produce a dense, workable mix
which can be placed without segregation or excess free surface water. Provide 3/4 inch
chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings.
5. No special inspection is required.
6. Vibrate all concrete walls. Segregation of materials shall be prevented.
REINFORCING STEEL
1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318.
2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615.
3. Welded wire mesh shall conform to ASTM A185.
4. Reinforcing steel shall be accurately placed and adequately secured in position. The following
protection for reinforcement shall be provided:
Min Cover
Cast against and permanently exposed to earth - 3"
Exposed to earth or weather - 1.5" for #5 bar and smaller
2" for #6 bar and larger
Slabs and walls at interior face - 1.5"
5. Lap continuous reinforcing bars 32 bar diameters (1’-6” min) in concrete. Corner bars
consisting of 32 bar diameter (1’-6” min) bend shall be provided for all horizontal
reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted
otherwise.
RETAINING WALLS
1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before
backfilling behind retaining walls.
TIMBER
1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance
with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum
criteria:
4x and larger: DF #2 (Fb=875 psi)
3x and smaller: HF #2 (Fb=850 psi) or SPF #2 (Fb=875 psi)
2. Wall studs shall be:
Bearing walls with 10'-0" maximum stud length
2x4 HF stud grade or btr at 24" (max) oc - carrying only roof and ceiling
2x4 HF stud grade or btr at 16" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 24" (max) oc - carrying only one floor, roof and ceiling
2x6 HF stud grade or btr at 16" (max) oc - carrying only two floors, roof and ceiling
Non-Bearing walls with maximum stud length noted
2x4 HF stud grade or btr at 24" (max) oc - 10'-0" maximum stud length
2x6 HF stud grade or btr at 24" (max) oc - 15'-0" maximum stud length
3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and
(1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and
(1)2x king header support for clear spans exceeding 5'-0".
4. Provide solid blocking in floor space under all posts and wall members connected to
holdowns. Orient blocking such that wood grain in blocking is oriented vertically.
5. Provide double floor joists under all partition walls parallel to floor joists and along the
perimeter of all diaphragm openings.
6. Provide double blocking between floor joists under all partition walls perpendicular to
floor joists.
WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD
1. All wood connectors shall be Simpson or approved equal.
2. All nails shall be common wire nails unless noted otherwise.
3. All nailing shall meet the minimum nailing requirements of Table 2304.10.1 of the International
Building Code.
4. All wood in contact with ground or concrete to be pressure-treated with a wood preservative.
5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following
conditions:
a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces
or unexcavated areas located within the perimeter of the building foundation.
b) Wood framing including sheathing that rest on exterior foundation walls and are less than
8 inches from exposed earth.
c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry.
6. All field-cut ends, notches, and drilled holes of preservative-treated wood shall be treated, for
use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN)
solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the
product manufacturer.
7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors,
1/2" diameter and larger) in contact with any preservative-treated wood shall conform to one
of the following corrosion protection configuration options:
a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316
stainless steel when actual wood preservative retention levels exceed the following levels:
Treatment Retention level (pcf)
ACQ (Alkaline Copper Quat) Greater than 0.40
MCQ (Micronized Copper Quat) Greater than 0.34
CA-B (Copper Azole) Greater than 0.21
CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15
µCA-C (Azole Biocide) Greater than 0.14
b) When actual wood preservative retention levels do not exceed the levels in 7.a) above, all
wood connectors and fasteners shall, at a minimum, be hot-dipped galvanized by one of
the following methods:
i) Continuous hot-dipped galvanizing per ASTM A653, type G185.
ii) Batch or Post hot-dipped galvanizing per ASTM 123 for individual connectors and
as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood
screws and lag screws, may be hot-dipped galvanized as per ASTM B695, Class 55
minimum.
c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an
interior, dry environment shall be permitted.
8. Do not mix stainless steel and hot-dipped galvanized wood connectors and fasteners.
9. All anchor bolts shall be as specified in the general notes on the shearwall schedule.
10. Where a connector strap connects two wood members, install one half of the total required nails
or bolts in each member.
11. All bolts in wood members shall conform to ASTM A307.
12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood.
ANCHORAGE
1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted
otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG-BOLT
2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment
depth requirements.
NAILS
1. Nailing of wood framed members to be in accordance with IBC table 2304.10.1 unless
otherwise noted. Connection designs are based on 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) 3 1/2" x 9" 24F-V4 DF Glulam
2 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
3 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
4 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
5 Passed 1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
FLOOR-2
Member Name Results Current Solution Comments
1 Passed 1 piece(s) 11 7/8" TJI® 560 @ 12" OC
2 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC
3 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC
4 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC
5 Passed 1 piece(s) 11 7/8" TJI® 110 @ 16" OC
6 Passed 1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC
7 Passed 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
8 Passed 3 piece(s) 2 x 12 Hem-Fir No. 2
9 Passed 1 piece(s) 5 1/2" x 12" 24F-V8 DF Glulam
10 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
11 Passed 1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
12 Passed 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
13 Passed 1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
14 Passed 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
15 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
16 Passed 1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
17 Passed 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
18 Passed 1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
19 Passed 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
20 Passed 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
FLOOR-1
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 8 Douglas Fir-Larch No. 2
4 Passed 1 piece(s) 6 x 12 Douglas Fir-Larch No. 2
3096-A John's Meadows
CALC PACKAGE REPORT
ForteWEB Software Operator Job Notes
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
6/30/2019 12:47:33 AM UTC
#096-A
Gallardo Homes
John's Meadows
Page 1 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2259 @ 0 3413 (1.50")Passed (66%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1780 @ 10 1/2"6400 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)4659 @ 4' 1 1/2"10868 Passed (43%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.092 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.149 @ 4' 1 1/2"0.412 Passed (L/664)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•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 Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"867 1392 2259 None
2 - Trimmer - HF 1.50"1.50"1.50"867 1392 2259 None
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 7.7 --
1 - Uniform (PSF)0 to 8' 3"13' 6"15.0 25.0 Snow
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, 1
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 2 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1708 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1309 @ 8 3/4"3502 Passed (37%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2668 @ 3' 1 1/2"3438 Passed (78%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.065 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.105 @ 3' 1 1/2"0.313 Passed (L/711)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"653 1055 1708 None
2 - Trimmer - HF 1.50"1.50"1.50"653 1055 1708 None
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 6' 3"13' 6"15.0 25.0 Snow
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, 2
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 3 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1180 @ 0 3281 (1.50")Passed (36%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)651 @ 8 3/4"3502 Passed (19%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)959 @ 1' 7 1/2"3438 Passed (28%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.006 @ 1' 7 1/2"0.108 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.010 @ 1' 7 1/2"0.162 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 3' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"449 731 1180 None
2 - Trimmer - HF 1.50"1.50"1.50"449 731 1180 None
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 3' 3"N/A 6.4 --
1 - Uniform (PSF)0 to 3' 3"18'15.0 25.0 Snow
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, 3
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 4 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2744 @ 0 3413 (1.50")Passed (80%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2737 @ 10 1/2"6400 Passed (43%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)5686 @ 3' 8 5/16"10868 Passed (52%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.114 @ 4' 1/2"0.275 Passed (L/869)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.184 @ 4' 1/2"0.412 Passed (L/537)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•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 Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1049 1695 2744 None
2 - Trimmer - HF 1.50"1.50"1.50"956 1540 2496 None
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 7.7 --
1 - Uniform (PSF)1' 8" to 8' 3"13' 6"15.0 25.0 Snow
2 - Point (lb)1' 8"N/A 608 1013
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, 4
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 5 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3715 @ 6' 8"6563 (3.00")Passed (57%)--1.0 D + 1.0 S (Adj Spans)
Shear (lbs)2129 @ 7' 4 3/4"3502 Passed (61%)1.15 1.0 D + 1.0 S (Adj Spans)
Moment (Ft-lbs)-1250 @ 6' 8"3438 Passed (36%)1.15 1.0 D + 1.0 S (Adj Spans)
Live Load Defl. (in)0.008 @ 8' 4 3/8"0.111 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
Total Load Defl. (in)0.013 @ 8' 4 7/16"0.167 Passed (L/999+)--1.0 D + 1.0 S (Alt Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"296 507 803 None
2 - Trimmer - HF 3.00"3.00"1.50"663 1208 1871 None
3 - Trimmer - HF 3.00"3.00"1.70"1387 2328 3715 None
4 - Trimmer - HF 1.50"1.50"1.50"499 845 1344 None
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 10'N/A 6.4 --
1 - Uniform (PSF)0 to 7' 8 1/2"13' 6"15.0 25.0 Snow
2 - Point (lb)7' 8 1/2"N/A 600 1000
3 - Uniform (PSF)7' 8 1/2" to 10'18'15.0 25.0 Snow
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
ROOF, 5
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 6 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)602 @ 5 1/2"1265 (1.75")Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)602 @ 5 1/2"2050 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3489 @ 12' 1/2"9500 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.410 @ 12' 1/2"0.579 Passed (L/678)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.533 @ 12' 1/2"1.158 Passed (L/522)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 43 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 23' 5" o/c unless detailed otherwise.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Hanger on 11 7/8" GLB beam 5.50"Hanger¹1.75" /
1.75" ²145 482 627 See note ¹
2 - Stud wall - HF 5.50"4.25"1.75"144 478 622 1 1/4" Rim Board
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS3.56/11.88 2.00"N/A 12-10d 2-Strong-Grip
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 24'12"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 1
1 piece(s) 11 7/8" TJI® 560 @ 12" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 7 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1508 @ 15' 1"2350 (5.25")Passed (64%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)764 @ 15' 3 3/4"1716 Passed (45%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-2693 @ 15' 1"3160 Passed (85%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.390 @ 25' 5 7/8"0.489 Passed (L/601)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.485 @ 25' 7"0.977 Passed (L/483)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 35 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 3' 7" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 4" o/c unless detailed otherwise.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 5.50"4.25"1.75"81 370/-93 451/-93 1 1/4" Rim Board
2 - Beam - GLB 5.50"5.50"3.50"348 1160 1508 Blocking
3 - Stud wall - HF 5.50"4.25"1.75"131 467/-26 598/-26 1 1/4" Rim Board
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 35'16"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 2
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 8 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1590 @ 17' 7 1/4"2350 (5.25")Passed (68%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)872 @ 17' 10"1560 Passed (56%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2321 @ 8' 5 11/16"3160 Passed (73%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.357 @ 8' 11 3/8"0.433 Passed (L/582)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.139 @ 19' 10"0.223 Passed (2L/386)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-Pro™ Rating 41 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 3' 8" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 1" o/c unless detailed otherwise.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
• ² Required Bearing Length / Required Bearing Length with Web Stiffeners
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Hanger on 11 7/8" GLB beam 3.50"Hanger¹1.75" /
1.75" ²110 477/-54 -35 587/-89 See note ¹
2 - Stud wall - HF 5.50"5.50"3.50"460 1130 319 1909 Blocking
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10d 2-Strong-Grip
Dead Floor Live Snow
Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 19' 10"16"12.0 40.0 -Default Load
2 - Point (PLF)19' 7 1/4"16"80.0 --
3 - Point (PLF)19' 7 1/4"16"38.0 -63.0
4 - Point (PLF)19' 10"16"72.0 360.0 150.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 3
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 9 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)461 @ 13' 5 1/2"1041 (2.25")Passed (44%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)448 @ 5 1/2"1560 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1484 @ 6' 11"3160 Passed (47%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.125 @ 6' 11"0.327 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.163 @ 6' 11"0.654 Passed (L/965)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 57 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 8" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 6" o/c unless detailed otherwise.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Stud wall - HF 5.50"4.25"1.75"111 369 480 1 1/4" Rim Board
2 - Stud wall - HF 3.50"2.25"1.75"108 360 468 1 1/4" Rim Board
Dead Floor Live
Vertical Load Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 13' 8"16"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 4
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 11 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1338 @ 9' 2"1935 (3.50")Passed (69%)1.00 1.0 D + 1.0 L (Adj Spans)
Shear (lbs)756 @ 9' 3 3/4"1716 Passed (44%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2474 @ 9' 2"3160 Passed (78%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.336 @ 19' 9 11/16"0.486 Passed (L/694)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.440 @ 19' 9 1/2"0.973 Passed (L/531)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 36 Any Passed ----
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/480) and TL (L/240).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 3' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' 6" o/c unless detailed otherwise.
•A structural analysis of the deck has not been performed.
•Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge™ Panel (24" Span Rating) that is glued and nailed down.
•Additional considerations for the TJ-Pro™ Rating include: 1/2" Gypsum ceiling.
• Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Stud wall - HF 5.50"5.50"3.50"265 313/-128 182 760/-
128 Blocking
2 - Stud wall - HF 3.50"3.50"3.50"254 1084 -47 1338/-
47 Blocking
3 - Stud wall - HF 5.50"4.25"1.75"135 444 2 581 1 1/4" Rim Board
Dead Floor Live Snow
Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 29'16"12.0 40.0 -Default Load
2 - Point (PLF)2 3/4"16"80.0 --
3 - Point (PLF)2 3/4"16"62.0 -103.0
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 5
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 12 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)661 @ 1 1/2"911 (1.50")Passed (73%)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (lbs)538 @ 1' 3/4"1688 Passed (32%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)2057 @ 6' 8 1/16"2577 Passed (80%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.247 @ 6' 8 3/8"0.329 Passed (L/640)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)0.290 @ 6' 8 1/4"0.657 Passed (L/543)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-Pro™ Rating 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).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 11" o/c unless detailed otherwise.
•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.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Hanger on 11 1/4" HF beam 1.50"Hanger¹1.50"105 536 223 864 See note ¹
2 - Beam - GLB 5.50"5.50"1.50"159 586 244 989 Blocking
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger Connector not found N/A N/A N/A N/A
Dead Floor Live Snow
Vertical Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 14'16"12.0 60.0 25.0 Default Load
2 - Point (PLF)14'16"30.0 --
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 6
1 piece(s) 2 x 12 Hem-Fir No. 2 @ 16" OC
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 13 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)10912 @ 17' 8"19663 (5.50")Passed (55%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4220 @ 1' 8 1/2"14575 Passed (29%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)21737 @ 9'40832 Passed (53%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.341 @ 9'0.578 Passed (L/611)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.442 @ 9'0.867 Passed (L/470)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 18' o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 0.99 that was calculated using length L = 17' 4".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - HF 5.50"5.50"1.53"1254 3956 1647 6857 Blocking
2 - Column - SPF 5.50"5.50"3.05"2508 7912 3294 13714 Blocking
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 18'N/A 20.0 ----
1 - Uniform (PLF)0 to 18' (Top)N/A 119.3 439.5 183.0 Linked from: 6,
Support 2
2 - Point (lb)17' 9" (Top)N/A 1254 3956 1647
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 7
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 14 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1050 @ 1 1/2"2734 (1.50")Passed (38%)--1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (lbs)1767 @ 14' 8 1/4"5063 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)5986 @ 10' 6 5/8"6724 Passed (89%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.247 @ 8' 7 3/8"0.393 Passed (L/764)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.367 @ 8' 5 7/16"0.786 Passed (L/514)--1.0 D + 1.0 L (Alt 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).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 9' 7" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Hanger on 11 1/4" HF beam 1.50"Hanger¹1.50"440 619 208 1267 See note ¹
2 - Beam - GLB 5.50"5.50"1.50"608 1862 521 2991 Blocking
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger Connector not found N/A N/A N/A N/A
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)1 1/2" to 16' 4"N/A 12.8 ----
1 - Uniform (PSF)0 to 16' 4" (Top)8"12.0 60.0 25.0 Default Load
2 - Uniform (PLF)0 to 16' 4" (Top)N/A 30.0 --
3 - Uniform (PSF)10' 3" to 16' 4" (Top)3'12.0 100.0 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 RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 8
3 piece(s) 2 x 12 Hem-Fir No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 15 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6345 @ 1 1/2"10725 (3.00")Passed (59%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)4834 @ 1' 3"11660 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)15872 @ 5' 3"26400 Passed (60%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.148 @ 5' 3"0.342 Passed (L/833)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.211 @ 5' 3"0.512 Passed (L/584)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•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"1.77"1895 4449 1256 7600 None
2 - Trimmer - HF 3.00"3.00"1.77"1895 4449 1256 7600 None
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 10' 6"N/A 16.0 ----
1 - Uniform (PLF)0 to 10' 6"N/A 345.0 847.5 239.3 Linked from: 3,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 9
1 piece(s) 5 1/2" x 12" 24F-V8 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 16 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2852 @ 0 3281 (1.50")Passed (87%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1776 @ 10 3/4"3885 Passed (46%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3386 @ 2' 4 1/2"4492 Passed (75%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.026 @ 2' 4 1/2"0.158 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.037 @ 2' 4 1/2"0.237 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 9" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"839 2013 568 3420 None
2 - Trimmer - HF 1.50"1.50"1.50"839 2013 568 3420 None
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 8.2 ----
1 - Uniform (PLF)0 to 4' 9"N/A 345.0 847.5 239.3 Linked from: 3,
Support 2
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 10
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 17 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)5072 @ 1 1/2"6825 (3.00")Passed (74%)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Shear (lbs)4117 @ 1'6400 Passed (64%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Pos Moment (Ft-lbs)6042 @ 2' 3/8"10868 Passed (56%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Live Load Defl. (in)0.051 @ 2' 8 1/8"0.175 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Defl. (in)0.079 @ 2' 7 15/16"0.262 Passed (L/802)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 5' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 5' 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"2.23"1811 2069 2279 6159 None
2 - Trimmer - HF 3.00"3.00"1.95"1531 2069 1814 5414 None
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 6"N/A 7.7 ----
1 - Uniform (PLF)0 to 5' 6"N/A 98.3 350.3/-19.5 -Linked from: 2,
Support 3
2 - Uniform (PSF)0 to 5' 6"8'10.0 --
3 - Point (lb)1' 6"N/A 1387 -2328 Linked from: 5,
Support 3
4 - Point (lb)4' 9"N/A 499 -845 Linked from: 5,
Support 4
5 - Uniform (PLF)0 to 5' 6"N/A 78.8 402.0 167.3 Linked from: 6,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 11
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 18 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4253 @ 5 1/2"4253 (1.94")Passed (100%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3387 @ 1' 5 3/8"8035 Passed (42%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)10333 @ 5' 3 13/16"19902 Passed (52%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.145 @ 5' 4 11/16"0.249 Passed (L/825)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.196 @ 5' 4 13/16"0.498 Passed (L/609)--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).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 1" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 1" o/c unless detailed otherwise.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Hanger on 11 7/8" GLB beam 5.50"Hanger¹1.94"1158 3490 4648 See note ¹
2 - Stud wall - HF 3.00"3.00"2.54"973 2621 3594 Blocking
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUCQ412-SDS 3.00"N/A 14-SDS25212 6-SDS25212
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)5 1/2" to 10' 6 1/2"N/A 13.0 --
1 - Uniform (PSF)0 to 10' 6 1/2" (Back)8' 11"12.0 40.0 Default Load
2 - Uniform (PSF)0 to 7' 8" (Front)7' 8"12.0 40.0 Default Load
3 - Point (lb)7' 8" (Front)N/A 167 -
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 12
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 19 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)9193 @ 19' 11 1/4"11694 (5.50")Passed (79%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)4981 @ 1' 5 3/8"12053 Passed (41%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)11062 @ 4' 9 9/16"29854 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.203 @ 8' 8 11/16"0.490 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.472 @ 9' 3 13/16"0.980 Passed (L/498)--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).
•Overhang deflection criteria: LL (2L/480) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 22' 2" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 2" o/c unless detailed otherwise.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - DF 5.50"5.50"1.56"2021 3104 -8 5125/-8 Blocking
2 - Stud wall - HF 5.50"5.50"4.32"4283 386 4910 9579 Blocking
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 22' 2"N/A 19.5 ----
1 - Point (lb)2' 6" (Front)N/A 1158 3490 -Linked from: 12,
Support 1
2 - Uniform (PSF)0 to 22' 2" (Top)8'10.0 --
3 - Uniform (PSF)20' 2" to 22' 2" (Top)2' 6"15.0 -25.0
4 - Point (lb)20' (Top)N/A 2866 -4777
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 13
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 20 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5228 @ 11' 10 3/4"5363 (1.50")Passed (97%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)4323 @ 10' 10 3/4"11660 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)15110 @ 6' 1 3/8"26400 Passed (57%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.193 @ 6' 1 3/8"0.385 Passed (L/720)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.255 @ 6' 1 3/8"0.578 Passed (L/544)--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).
•Top Edge Bracing (Lu): Top compression edge must be braced at 11' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 11" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 6 3/4".
•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.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 5.50"5.50"1.50"1258 3866 5124 Blocking
2 - Hanger on 12" DF beam 5.25"Hanger¹1.50"1278 3950 5228 See note ¹
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2 - Face Mount Hanger HUCQ612-SDS 3.00"N/A 14-SDS25212 6-SDS25212
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11' 10 3/4"N/A 16.0 --
1 - Uniform (PSF)5 1/2" to 11' 10 1/2" (Front)17' 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 RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 14
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 21 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1849 @ 0 3281 (1.50")Passed (56%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1447 @ 10 3/4"3885 Passed (37%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3813 @ 4' 1 1/2"4492 Passed (85%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.078 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.126 @ 4' 1 1/2"0.412 Passed (L/783)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"707 1142 1849 None
2 - Trimmer - HF 1.50"1.50"1.50"707 1142 1849 None
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 8' 3"N/A 8.2 --
1 - Uniform (PSF)0 to 8' 3"8'10.0 -
2 - Uniform (PLF)0 to 8' 3"N/A 83.3 276.8 Linked from: 4,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 15
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 22 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1508 @ 0 3281 (1.50")Passed (46%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1076 @ 10 3/4"3885 Passed (28%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2356 @ 3' 1 1/2"4492 Passed (52%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.028 @ 3' 1 1/2"0.208 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.045 @ 3' 1 1/2"0.313 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"560 948 1508 None
2 - Trimmer - HF 1.50"1.50"1.50"560 948 1508 None
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 6' 3"N/A 8.2 --
1 - Uniform (PSF)0 to 6' 3"8'10.0 -
2 - Uniform (PSF)0 to 6' 3"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 RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 16
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 23 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)836 @ 5 1/2"5156 (1.50")Passed (16%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)735 @ 1' 1"5376 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2176 @ 5' 8"3705 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.099 @ 5' 8"0.521 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.169 @ 5' 8"0.694 Passed (L/739)--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/240) and TL (L/180).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 5" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ¹ See Connector grid below for additional information and/or requirements.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"373 531 904 See note ¹
2 - Hanger on 7 1/2" DF beam 5.50"Hanger¹1.50"373 531 904 See note ¹
Connector: Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
1 - Face Mount Hanger HUC68 2.50"N/A 10-10d 4-10d
2 - Face Mount Hanger HUC68 2.50"N/A 10-10d 4-10d
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)5 1/2" to 10' 10 1/2"N/A 10.4 --
1 - Uniform (PSF)0 to 11' 4" (Top)3' 9"15.0 25.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 17
1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 24 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1664 @ 4"18906 (5.50")Passed (9%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1062 @ 6' 11"5376 Passed (20%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2702 @ 4'3705 Passed (73%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.054 @ 4' 1 1/2"0.367 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.091 @ 4' 1 7/16"0.489 Passed (L/963)--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/240) and TL (L/180).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 5.50"5.50"1.50"701 963 1664 Blocking
2 - Column - HF 5.50"5.50"1.50"564 824 1388 Blocking
Dead Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8'N/A 10.4 --
1 - Uniform (PSF)4' to 8' (Top)7' 3"15.0 25.0
2 - Point (lb)4' (Top)N/A 373 531 Linked from: 17,
Support 1
3 - Point (lb)2 3/4" (Front)N/A 373 531 Linked from: 17,
Support 1
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 18
1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 25 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)16959 @ 4"19663 (5.50")Passed (86%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)10602 @ 17' 3 1/2"20114 Passed (53%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)47332 @ 10' 15/16"65935 Passed (72%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.364 @ 9' 8"0.465 Passed (L/612)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.637 @ 9' 8 1/16"0.929 Passed (L/350)--1.0 D + 0.75 L + 0.75 S (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).
•Top Edge Bracing (Lu): Top compression edge must be braced at 19' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 3" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 0.97 that was calculated using length L = 18' 7".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - DF 5.50"5.50"4.74"7244 7355 5598 20197 Blocking
2 - Column - DF 5.50"5.50"3.85"5978 4639 5729 16346 Blocking
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 3"N/A 24.1 ----
1 - Uniform (PLF)0 to 19' 3" (Back)N/A 145.0 482.0 -Linked from: 1,
Support 1
2 - Uniform (PSF)0 to 17' 9" (Top)8'10.0 --
3 - Point (lb)1' 6 1/2" (Top)N/A 956 -1540 Linked from: 4,
Support 2
4 - Point (lb)4' 11 1/2" (Top)N/A 867 -1392 Linked from: 1,
Support 1
5 - Point (lb)13' 2 1/2" (Top)N/A 867 -1392 Linked from: 1,
Support 2
6 - Point (lb)18' (Top)N/A 1450 -2416
7 - Uniform (PSF)0 to 17' 9" (Front)1' 6"15.0 -25.0
8 - Point (lb)18' (Top)N/A 420 -300
9 - Uniform (PSF)1' 6 1/2" to 4' 11 1/2" (Top)13' 6"15.0 -25.0
10 - Uniform (PSF)13' 2 1/2" to 17' 9" (Top)13' 6"15.0 -25.0
11 - Point (lb)2 3/4" (Top)N/A 1977 2716 936
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 19
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 26 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4717 @ 11' 4 3/4"9831 (2.75")Passed (48%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)4261 @ 1' 11 1/2"20114 Passed (21%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Pos Moment (Ft-lbs)16326 @ 4' 6 1/2"68310 Passed (24%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.041 @ 5' 8 7/8"0.277 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.071 @ 5' 8 13/16"0.553 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (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).
•Top Edge Bracing (Lu): Top compression edge must be braced at 11' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 3/4".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - DF 5.50"5.50"1.63"2467 2827 1644 6938 Blocking
2 - Column - DF 2.75"2.75"1.50"1977 2716 936 5629 Blocking
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 11' 6"N/A 24.1 ----
1 - Uniform (PLF)0 to 11' 6" (Back)N/A 145.0 482.0 -Linked from: 1,
Support 1
2 - Uniform (PSF)0 to 11' 6" (Top)8'10.0 --
3 - Point (lb)4' 6 1/2" (Top)N/A 1049 -1695 Linked from: 4,
Support 1
4 - Uniform (PSF)0 to 4' 6 1/2" (Top)4'15.0 -25.0
5 - Uniform (PSF)0 to 11' 6" (Top)1' 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 RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-2, 20
1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 28 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3016 @ 6' 9"6563 (3.00")Passed (46%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1160 @ 6' 1/4"3045 Passed (38%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1444 @ 6' 9"2989 Passed (48%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.023 @ 34' 4 3/8"0.167 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.026 @ 0 0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/0.2").
•Top Edge Bracing (Lu): Top compression edge must be braced at 38' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 38' 6" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"507 1706 2213 Blocking
2 - Column - HF 3.00"3.00"1.50"639 2377 3016 Blocking
3 - Column - HF 3.00"3.00"1.50"611 2320 2931 Blocking
4 - Column - HF 3.00"3.00"1.50"618 2317 2935 Blocking
5 - Column - HF 3.00"3.00"1.50"618 2317 2935 Blocking
6 - Column - HF 3.00"3.00"1.50"611 2320 2931 Blocking
7 - Column - HF 3.00"3.00"1.50"639 2377 3016 Blocking
8 - Column - HF 3.00"3.00"1.50"507 1706 2213 Blocking
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 38' 6"N/A 6.4 --
1 - Uniform (PSF)0 to 38' 6" (Top)9' 9"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-1, 1
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 29 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6467 @ 5' 1 1/2"9844 (4.50")Passed (66%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)3290 @ 1' 1 3/4"3885 Passed (85%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)3449 @ 1' 8 7/8"4492 Passed (77%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.027 @ 2' 5 11/16"0.162 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.030 @ 11' 10 1/2"0.200 Passed (2L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/0.2").
•Top Edge Bracing (Lu): Top compression edge must be braced at 11' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 11" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 4.50"4.50"2.12"1242 3401/-209 4643/-
209 Blocking
2 - Column - HF 4.50"4.50"2.96"1867 4600 6467 Blocking
3 - Column - HF 4.50"4.50"1.87"1184 2910 4094 Blocking
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 11' 10 1/2"N/A 8.2 --
1 - Uniform (PSF)0 to 11' 10 1/2" (Top)5' 10"12.0 40.0 Default Load
2 - Point (lb)11 1/2" (Top)N/A 973 2621 Linked from: 12,
Support 2
3 - Uniform (PSF)11 1/2" to 11' 10 1/2" (Top)9'10.0 -
4 - Uniform (PSF)11 1/2" to 11' 10 1/2" (Top)10' 9"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-1, 2
1 piece(s) 4 x 10 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 30 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)5685 @ 5' 1 1/2"6563 (3.00")Passed (87%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2156 @ 10' 10 1/4"3045 Passed (71%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2616 @ 5' 1 1/2"2989 Passed (88%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.040 @ 12' 8 7/8"0.167 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.044 @ 16' 10 1/2"0.200 Passed (2L/952)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/0.2").
•Top Edge Bracing (Lu): Top compression edge must be braced at 16' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 11" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"318 1061/-183 1379/-
183 Blocking
2 - Column - HF 3.00"3.00"2.60"1606 4079 5685 Blocking
3 - Column - HF 3.00"3.00"2.55"1522 4050 5572 Blocking
4 - Column - HF 3.00"3.00"1.91"1233 2956 4189 Blocking
Dead Floor Live
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 16' 10 1/2"N/A 6.4 --
1 - Uniform (PSF)5' to 16' 10 1/2" (Top)6' 1 1/2"12.0 40.0 Default Load
2 - Uniform (PSF)2' 2" to 16' 10 1/2" (Top)9'10.0 -
3 - Uniform (PSF)2' 6" to 16' 10 1/2" (Top)10' 9"12.0 40.0 Default Load
4 - Uniform (PSF)0 to 5' (Top)8' 8"12.0 40.0 Default Load
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by RHD
Weyerhaeuser Notes
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-1, 3
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 31 / 33
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)13711 @ 16' 9"15469 (4.50")Passed (89%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)6311 @ 5' 7 1/4"7168 Passed (88%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-4684 @ 6' 9"8840 Passed (53%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.016 @ 4' 3 3/4"0.165 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.021 @ 4' 3 15/16"0.247 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).
•Top Edge Bracing (Lu): Top compression edge must be braced at 23' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 23' 6" o/c unless detailed otherwise.
•-423 lbs uplift at support located at 11' 9". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor Live Snow Total Accessories
1 - Column - HF 4.50"4.50"1.78"1740 4387 -6127 Blocking
2 - Column - HF 4.50"4.50"2.74"2279 7134 -9413 Blocking
3 - Column - HF 4.50"4.50"1.50"163 2461/-585 1 2625/-
585 Blocking
4 - Column - HF 4.50"4.50"3.99"4050 9660 -8 13710/-
8 Blocking
5 - Column - HF 4.50"4.50"1.50"775 2247 -1 3022/-1 Blocking
Dead Floor Live Snow
Vertical Loads Location (Side)Tributary Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 23' 6"N/A 16.0 ----
1 - Uniform (PSF)5' 6" to 23' 6" (Top)10'12.0 40.0 -Default Load
2 - Point (lb)5' 6" (Top)N/A 1258 3866 -Linked from: 14,
Support 1
3 - Point (lb)17' 4" (Top)N/A 1278 3950 -Linked from: 14,
Support 2
4 - Point (lb)17' 4" (Top)N/A 2021 3104 -8 Linked from: 13,
Support 1
5 - Uniform (PSF)0 to 5' 6" (Top)9'10.0 --
6 - Uniform (PSF)0 to 5' 6" (Top)13'12.0 40.0 -
7 - Uniform (PSF)0 to 5' 6" (Top)8' 6"12.0 40.0 -Default Load
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
MEMBER REPORT PASSED
FLOOR-1, 4
1 piece(s) 6 x 12 Douglas Fir-Larch No. 2
ForteWEB Software Operator Job Notes 6/30/2019 12:47:33 AM UTC
Eric L Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2
File Name: 3096-A John's Meadows
#096-A
Gallardo Homes
John's Meadows
Page 32 / 33
Wood Column
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:))>FLOOR-2 framing member = Post for 19-20
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2019\1_RUEP~1\GALLAR~1\JOHN'S~1\3096-A\Enercalc\3096-A.ec6 .
Project Title:
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.Code References
Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10
Load Combinations Used : ASCE 7-10
General Information
Wood Section Name 6x6Analysis Method :
9.5Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations )Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch
Wood Grade No.1
Fb +1350
1350 psi
925
625
170
675
31.21
psi Fv psi
Fb -Ft psi
Fc - Prll psi
psi
Density pcf
Fc - Perp
E : Modulus of Elasticity . . .
1600
580
1600
580
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.0
Use Cr : Repetitive ?
Kf : Built-up columns 1.0 NDS 15.3.2
Exact Width 5.50 in
Exact Depth 5.50 in
Area 30.250 in^2
Ix 76.255 in^4
Iy 76.255 in^4
Wood Grading/Manuf.Graded Lumber
Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.0
1600
Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.0
x-x Bending y-y Bending
ksi NoMinimum
Basic
Y-Y (depth) axis :
X-X (width) axis :
Unbraced Length for buckling ABOUT X-X Axis = 9.5 ft, K = 1.0
Unbraced Length for buckling ABOUT Y-Y Axis = 9.5 ft, K = 1.0
Brace condition for deflection (buckling) along columns :
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Column self weight included : 62.285 lbs * Dead Load Factor
AXIAL LOADS . . .
19-20: Axial Load at 9.50 ft, D = 7.244, L = 7.355, S = 5.598 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio =0.7499
Location of max.above base 0.0 ft
Applied Axial 17.021 k
Applied Mx 0.0 k-ft
Load Combination +D+0.750L+0.750S
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi
272.0Allowable Shear psi
0.0 : 1 Bending Compression Tension
Location of max.above base 9.50 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k
Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base
for load combination :n/a
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 750.37 psi
Other Factors used to calculate allowable stresses . . .
for load combination :n/a
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 9.50 ft0.780 ft0.3720
+D+L 1.000 PASS PASS0.0 0.0 9.50 ft0.750 ft0.6987
+D+S 1.150 PASS PASS0.0 0.0 9.50 ft0.705 ft0.5685
+D+0.750L 1.250 PASS PASS0.0 0.0 9.50 ft0.677 ft0.5418
+D+0.750L+0.750S 1.150 PASS PASS0.0 0.0 9.50 ft0.705 ft0.7499
+0.60D 1.600 PASS PASS0.0 0.0 9.50 ft0.585 ft0.1674
.
Wood Column
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:))>FLOOR-2 framing member = Post for 19-20
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
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Sketches
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
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
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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
Gridded Ss & S1values ASCE-7-10 Standard ASCE 7-10 11.4.1
Longitude =122.593 deg West
Latitude =46.943 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
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 =22.0 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) =0.203
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected =0.203 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 =
0.377From 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 ) =109.37 kCs =0.1282 from 12.8.1.1
Seismic Base Shear V = Cs * W =14.02 k
ASCE Seismic Base Shear
ELR EngineeringLic. # : KW-06010691
DESCRIPTION:Seismic load design values
ELR Engineering
1915 Dayton Ave NE
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phone: 206.200.8764
email: elreng33@gmail.com
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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 49.57 19.63 972.81 0.6049 8.48 8.48 0.00
1 59.80 10.63 635.38 0.3951 5.54 14.02 76.34
Sum Wi =109.37 k Total Base Shear =14.02 k
Base Moment =
1,608.19 k-ftSum Wi * Hi =
225.3 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 49.57 8.48 8.48 49.57 8.48 8.26 16.52 8.48 8.48
1 59.80 5.54 14.02 109.37 7.67 9.97 19.93 9.97 9.97
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
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phone: 206.200.8764
email: elreng33@gmail.com
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ASCE 7-10 wind forces
Basic Values
2
110.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
37.0
70.50
22.0
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 9.0019.63 0.000 0.000
Lower 10.6310.63 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"
1,384.0 1,384.0 726.0 726.0
ft^2
Roof Total
2,455.0 ft^2 6,675.0 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 =0.6412 South Wall =0.6412 psf East Wall =0.6412 psf West Wall =0.6412 psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall =16.882 psf South Wall =16.882 psf East Wall =16.882 psf West Wall =16.882 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
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phone: 206.200.8764
email: elreng33@gmail.com
Software copyright ENERCALC, INC. 1983-2019, Build:10.19.1.30 .
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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
-0.50 -0.50 -0.320 -0.320
-0.70 -0.70 -0.70 -0.70
GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1
North South East West
0.180+/-0.180 0.180 0.180+/-
Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
Windward Wall
East WestSouth
Leeward Wall
Side Walls
North
+/-+/-
User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn
Cp or Cn Values when the indicated building elevation receives positive external pressure
Description North South East West
-0.30perp:windward -0.30
-0.60perp:leeward -0.60
0.20perp:windward 0.20
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
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:JM/3096-AHstoryB (< N-S >)L (< E-W >)AlevelN-S loadsE-W loadsFpy (N-S)Fpx (E-W)0.833N-S loadsE-W loadsFpxy (both)Date:6/29/2019Roof37 70.5 2455Pw x B x L =5.68 2.665.68 2.66Cs x W = 8.48 8.48 8.48Revised:8.00Description:Wind/EQ DesignRoof-137 70.5 2859Pw x B x L =12.08 5.8112.08 5.81Cs x W = 5.54 5.54 9.97Code: AWC-SDPWS-20159.00Roof-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 =17.76 8.47Cs x W = 14.02 14.02SummaryDesign base shear (ASD) >x 0.610.665.08kipsx ρ x 0.712.7612.76kipscheck:OKSHEARWALLSASD ASDDemandWIND SEISMIC Flexible Flexible Full height wall segments with A.R. <= 3.5:1Flexible Rigid Flexible RigidRoof N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)< H'(if applies)8< H'(if applies)7< H'(if applies)6< H'(if applies)5< H'(if applies)4< H'(if applies)319.83 8480.96 2.6717.75 15.2529 0 81 0< H'(if applies)235.00 11581.69 3.6414.67 8.83 6.0057 0 123 0< H'(if applies)115.67 4490.76 1.4124.0032 0 59 0min Li =2.286OK70.5 2455OK3.417.72E-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)C14.00 10360.60 3.266.58 8.75 6.83 3.6723 0 126 0< H'(if applies)B17.50 11620.75 3.654.67 3.67 4.6758 0 281 0< H'(if applies)A5.50 2570.24 0.8112.17 15.009 0 30 0min Li =2.286OK372455OK1.60 7.72Roof-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)319.83 10523.00 4.529.83305 0 460 0< H'(if applies)235.00 13715.29 6.0616.00 7.33227 0 260 0< H'(if applies)115.67 4362.37 2.1827.0088 0 81 0min Li =2.571OK70.5 2859OK10.6612.76E-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)C13.50 14491.88 5.8126.2571 0 221 0< H'(if applies)B17.50 11442.40 5.677.33 1.75 1.33231 0 545 0< H'(if applies)A6.00 2660.80 1.2812.17 15.0030 0 47 0min Li =2.571OK372859OK5.08 12.76
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 seismic capacity of shear line with individual segment capacities within the shearline with A.R.i > 2:1reduced by 2 Li/H per 2015 SDPWS 4.3.3.4.1 for shear lines with more than one shear wall and 1.25-H/8Li per 2015 SDPWS 4.3.4.2 for shear lines with one wall onlyGovernsW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ7.979 11.662 15.038 19.642 30.076 44.969 W6 < EQ7.133 10.425 13.443 17.558 26.886 40.199 W6 < EQ5.803 8.482 10.937 14.285 21.874 32.705 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ6.172 9.021 11.633 15.194 23.266 34.786 W6 < EQ3.073 4.491 5.791 7.563 11.581 17.316 W4 < EQ6.570 9.602 12.381 16.172 24.763 37.024 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ2.377 3.474 4.480 5.851 8.959 13.395 W2 < EQ5.641 8.245 10.631 13.886 21.263 31.792 W4 < EQ6.529 9.542 12.304 16.070 24.608 36.793 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ6.347 9.277 11.962 15.624 23.924 35.771 W6 < EQ2.032 2.970 3.830 5.002 7.659 11.452 2W3 < EQ6.570 9.602 12.381 16.172 24.763 37.024 W6 < EQ
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)8.00< Hw88.00< Hw78.00< Hw68.00< Hw58.00< Hw48.00< Hw317.75 15.2529 0 81 0 81 E148232 646 785 -553 -1398.00< Hw214.67 8.83 6.0057 0 123 0 123 E200459 987 880 -421 1078.00< Hw124.0032059059E1482524701062-810-592E-W loads Grid L1 L2 L3 L4 L5 L68.00< HwH8.00< HwG8.00< HwF8.00< HwE8.00< HwD8.00< HwC6.58 8.75 6.83 3.6723 0 126 0 126 E283187 1009 742 -555 2678.00< HwB4.67 3.67 4.6758 0 281 0 281 E283464 2246 396 68 1850 holdown8.00< HwA12.1715.009030030E14070238630-560-392Roof-1N-S loads Grid L1 L2 L3 L4 L5 L69.00< Hw89.00< Hw79.00< Hw69.00< Hw59.00< Hw49.00< Hw39.83305 0 460 0 460 E2862744 4139 842 1902 3297 holdown9.00< Hw216.00 7.33227 0 260 0 260 E3862041 2337 1853 188 4849.00< Hw127.0088081088W2867907272313-1523-1586E-W loads Grid L1 L2 L3 L4 L5 L69.00< HwH9.00< HwG9.00< HwF9.00< HwE9.00< HwD9.00< HwC26.2571 0 221 0 221 E517643 1993 4067 -3424 -20759.00< HwB7.33 1.75 1.33231 0 545 0 545 E4812078 4902 1057 1021 3845 holdown9.00< HwA12.1715.0030047047E3112664231400-1134-977
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =237 808
- 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 808 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.00 ft P1=ho1/L1= 1.46 N/A
L1 3.08 ft ho1 4.50 ft P2=ho1/L2=1.46 N/A
L2 3.08 ft hb1 2.50 ft
Lwall 12.17 ft Lo1 6.00 ft
1. Hold-down forces: H = Vhwall/Lwall 531 lbf 6. Unit shear beside opening
131 plf
2. Unit shear above + below opening 131 plf
152 plf 808 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =911 lbf R1 = V1*L1 =404 lbf
R2 = V2*L2 =404 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =455 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =455 lbf R1-F1 =-52 lbf
R2-F2 =-52 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =3.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.00 ft vc1 = (R1-F1)/L1 =-17 plf
vc2 = (R2-F2)/L2 =-17 plf
Holdowns (overturning)
Twind =156 lbf
Tseismic =531 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =-355 lbf < (0.6D+0.6W)
Tseismic (net) =119 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-59 590 531 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?531 -59 590 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-59 590 531 lbf
Req. Sheathing Capacity 131 plf < Seismic controls W6
Req. Strap Force 455 lbf < Seismic controls CS22 applied to one side of wall above and below window x 146.04 inches long
Req. HD Force (net)119 lbf < Seismic controls NONE < 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 6/29/2019
ELR
Gallardo Homes
JM/3096-A
Upper story - Grid A - 12'-2"
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) =237 808
- 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 808 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.00 ft P1=ho1/L1= 1.29 N/A
L1 3.50 ft ho1 4.50 ft P2=ho1/L2=1.29 N/A
L2 3.50 ft hb1 2.50 ft
Lwall 15.00 ft Lo1 8.00 ft
1. Hold-down forces: H = Vhwall/Lwall 431 lbf 6. Unit shear beside opening
115 plf
2. Unit shear above + below opening 115 plf
123 plf 808 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =985 lbf R1 = V1*L1 =404 lbf
R2 = V2*L2 =404 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =492 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =492 lbf R1-F1 =-88 lbf
R2-F2 =-88 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.00 ft vc1 = (R1-F1)/L1 =-25 plf
vc2 = (R2-F2)/L2 =-25 plf
Holdowns (overturning)
Twind =127 lbf
Tseismic =431 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =-503 lbf < (0.6D+0.6W)
Tseismic (net) =-77 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-88 519 431 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?431 -88 519 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-88 519 431 lbf
Req. Sheathing Capacity 115 plf < Seismic controls W6
Req. Strap Force 492 lbf < Seismic controls CS22 applied to one side of wall above and below window x 180 inches long
Req. HD Force (net)-77 lbf < Seismic controls NONE < Input holdown here
JM/3096-A
AWC-SDPWS-2015 6/29/2019
ELR
Gallardo Homes
Upper story - Grid A - 15'-0"
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?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =803 1277
- 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 1277 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.00 ft ha1 1.00 ft P1=ho1/L1= 1.78 N/A
L1 3.08 ft ho1 5.50 ft P2=ho1/L2=1.78 N/A
L2 3.08 ft hb1 2.50 ft
Lwall 12.17 ft Lo1 6.00 ft
1. Hold-down forces: H = Vhwall/Lwall 944 lbf 6. Unit shear beside opening
207 plf
2. Unit shear above + below opening 207 plf
270 plf 1277 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1620 lbf R1 = V1*L1 =638 lbf
R2 = V2*L2 =638 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =810 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =810 lbf R1-F1 =-171 lbf
R2-F2 =-171 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =3.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.00 ft vc1 = (R1-F1)/L1 =-56 plf
vc2 = (R2-F2)/L2 =-56 plf
Holdowns (overturning)
Twind =593 lbf
Tseismic =944 lbf
Holdowns (Dead resisting)
Uniform =311 plf
Conc. =0 lbf
Twind (net) =-542 lbf < (0.6D+0.6W)
Tseismic (net) =30 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-195 1139 944 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?944 -195 1139 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-195 1139 944 lbf
Req. Sheathing Capacity 207 plf < Seismic controls W6
Req. Strap Force 810 lbf < Seismic controls CS22 applied to one side of wall above and below window x 146.04 inches long
Req. HD Force (net)30 lbf < Seismic controls NONE < Input holdown here
JM/3096-A
AWC-SDPWS-2015 6/29/2019
ELR
Gallardo Homes
Lower story - Grid A - 12'-2"
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?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =803 1277
- 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 1277 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.00 ft ha1 1.00 ft P1=ho1/L1= 1.57 N/A
L1 3.50 ft ho1 5.50 ft P2=ho1/L2=1.57 N/A
L2 3.50 ft hb1 2.50 ft
Lwall 15.00 ft Lo1 8.00 ft
1. Hold-down forces: H = Vhwall/Lwall 766 lbf 6. Unit shear beside opening
182 plf
2. Unit shear above + below opening 182 plf
219 plf 1277 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1751 lbf R1 = V1*L1 =638 lbf
R2 = V2*L2 =638 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =876 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =876 lbf R1-F1 =-237 lbf
R2-F2 =-237 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.00 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =4.00 ft vc1 = (R1-F1)/L1 =-68 plf
vc2 = (R2-F2)/L2 =-68 plf
Holdowns (overturning)
Twind =482 lbf
Tseismic =766 lbf
Holdowns (Dead resisting)
Uniform =311 plf
Conc. =0 lbf
Twind (net) =-918 lbf < (0.6D+0.6W)
Tseismic (net) =-361 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-237 1003 766 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?766 -237 1003 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-237 1003 766 lbf
Req. Sheathing Capacity 182 plf < Seismic controls W6
Req. Strap Force 876 lbf < Seismic controls CS20 applied to one side of wall above and below window x 180 inches long
Req. HD Force (net)-361 lbf < Seismic controls NONE < Input holdown here
JM/3096-A
AWC-SDPWS-2015 6/29/2019
ELR
Gallardo Homes
Lower story - Grid A - 15'-0"
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?
Design Summary