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STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 2355
July 25, 2018
Client: JK Monarch
Site: 908 Chelan Ave NE
Renton, WA 98059
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 07/26/18
Eric L. Rice08/08/17
D08-053
B18004109
V2
REVISION
Received: 09/17/2018 / aalexander
BUILDING DIVISION
APPROVEDBUILDING DIVISION
THIS SET OF APPROVED PLANS MUST BE ON THE JOB AT ALLTIMES DURING CONSTRUCTION. THIS BUILDING IS NOT TO BEOCCUPIED UNTIL AFTER FINAL INSPECTION BY THE RENTONBUILDING DIVISION AND RECEIPT OF CERTIFICATE OFOCCUPANCY.
APPROVAL SHALL NOT BE CONSTRUED AS THE AUTHORITY TOVIOLATE OR CANCEL ANY PROVISIONS OF CODES, ORDINANCES,OR OTHER REGULATIONS ENFORCED BY THIS CITY.
DATE: 10/18/2018
ELR Engineering Project: Plan 2355
1915 Dayton Ave NE Job No. Figured by: ELR
Renton, WA 98056 Checked by: Date: 7/25/2018 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 2355 for JK Monarch. Our structural engineering information is shown in these calculations and on
the building designer’s submitted S-sheets. The information in this report conforms to the 2015 International
Building Code as amended by the local jurisdiction. Questions should be addressed to the undersigned.
Eric L. Rice, PE
ELR Engineering
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 = 1.398, S1 = 0.526, SDS = 0.932, SD1 = 0.526, Seismic Design Category =
D, Basic seismic-force-resisting system = A.15 per ASCE 7-10 Table 12.2-1,
Seismic response coefficient (CS) = 0.143(orthogonal 1) & 0.143(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. 09.22.17 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) 2x 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) 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
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"647 1050 1697 None
2 - Trimmer - HF 1.50"1.50"1.50"647 1050 1697 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1697 @ 0 3281 (1.50")Passed (52%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1226 @ 8 3/4"3502 Passed (35%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2227 @ 2' 7 1/2"3438 Passed (65%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.038 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.062 @ 2' 7 1/2"0.262 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 5' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
ROOF, 1MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 5' 3"N/A 6.4
1 - Uniform (PSF)0 to 5' 3"16'15.0 25.0 Snow
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 2 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 11 7/8" TJI® 360 @ 16" OC
•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 Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 3.50"3.50"1.75"173 576 749 Blocking
2 - Hanger on 11 7/8" PSL beam 5.50"Hanger¹1.75" / 1.75" ²177 589 766 See note ¹
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)734 @ 21' 4 1/2"1080 (1.75")Passed (68%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)734 @ 21' 4 1/2"1705 Passed (43%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3883 @ 10' 9 1/2"6180 Passed (63%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.539 @ 10' 9 1/2"0.706 Passed (L/472)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.700 @ 10' 9 1/2"1.058 Passed (L/363)--1.0 D + 1.0 L (All 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/360) 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 21' 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: 5/8" Gypsum ceiling.
FLOOR-2, 1MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger IUS2.37/11.88 2.00"N/A 10-10d x 1-1/2 N/A
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 technical 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
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 21' 10"16"12.0 40.0 Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 3 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Stud wall - HF 5.50"5.50"3.50"278 364 77 719 Blocking
2 - Beam - PSL 5.50"5.50"1.75"61 284/-8 -10 345/-18 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)642 @ 1' 8 3/4"2350 (5.25")Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)313 @ 11' 6 1/2"1560 Passed (20%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)731 @ 7' 3/8"3160 Passed (23%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.046 @ 6' 8 1/8"0.330 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.052 @ 6' 9 13/16"0.495 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 63 Any Passed ----
System : Floor
Member Type : Joist
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 6' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 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: 5/8" Gypsum ceiling.
FLOOR-2, 2MEMBER REPORT PASSED
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 technical 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
Dead Floor Live Snow
Loads Location (Side)Spacing (0.90)(1.00)(1.15)Comments
1 - Uniform (PSF)0 to 12'16"12.0 40.0 -Residential - Living
Areas
2 - Point (PLF)2 3/4"16"80.0 --
3 - Point (PLF)2 3/4"16"30.0 -50.0
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 4 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Beam - PSL 5.50"5.50"1.75"95 316 411 Blocking
2 - Stud wall - HF 5.50"5.50"1.75"95 316 411 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)410 @ 4 1/2"1375 (3.50")Passed (30%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)378 @ 5 1/2"1560 Passed (24%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1065 @ 5' 11"3160 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.069 @ 5' 11"0.369 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.089 @ 5' 11"0.554 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 60 Any Passed ----
System : Floor
Member Type : Joist
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' 7" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 10" 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: 5/8" Gypsum ceiling.
FLOOR-2, 3MEMBER REPORT PASSED
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 technical 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
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 11' 10"16"12.0 40.0 Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 5 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
•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 Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Hanger on 11 7/8" PSL beam 5.50"Hanger¹1.75" / 1.75" ²53 176 229 See note ¹
2 - Stud wall - HF 5.50"5.50"1.75"51 171 222 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)196 @ 5 1/2"910 (1.75")Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)196 @ 5 1/2"1560 Passed (13%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)278 @ 3' 3 1/2"3160 Passed (9%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.008 @ 3' 3 1/2"0.189 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.010 @ 3' 3 1/2"0.283 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 72 Any Passed ----
System : Floor
Member Type : Joist
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' 1" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 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: 5/8" Gypsum ceiling.
FLOOR-2, 5MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
1 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10d x 1-1/2 N/A
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 technical 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
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 6' 6"16"12.0 40.0 Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 6 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 11 7/8" TJI® 110 @ 16" OC
•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 Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 5.50"4.25"1.75"84 280 364 1 1/4" Rim Board
2 - Beam - PSL 5.50"5.50"1.75"84 280 364 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)364 @ 10' 1 1/2"1375 (3.50")Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)332 @ 5 1/2"1560 Passed (21%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)824 @ 5' 3"3160 Passed (26%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.044 @ 5' 3"0.325 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.057 @ 5' 3"0.488 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 64 Any Passed ----
System : Floor
Member Type : Joist
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' 4" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 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: 5/8" Gypsum ceiling.
FLOOR-2, 4MEMBER REPORT PASSED
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 technical 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
Dead Floor Live
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 10' 6"16"12.0 40.0 Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 7 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
•Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Stud wall - HF 5.50"4.25"2.92"1887 4399 695 6981 1 1/4" Rim Board
2 - Stud wall - HF 5.50"4.25"2.92"1887 4399 695 6981 1 1/4" Rim Board
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6208 @ 4"9037 (4.25")Passed (69%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)4762 @ 1' 5 3/8"12053 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)20590 @ 7' 8"29854 Passed (69%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.397 @ 7' 8"0.489 Passed (L/444)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.529 @ 7' 8"0.733 Passed (L/333)--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/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 15' 2" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 2" o/c unless detailed otherwise.
FLOOR-2, 6MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)1 1/4" to 15' 2 3/4"N/A 19.5
1 - Point (lb)2 3/4" (Top)N/A 417 -695
2 - Point (lb)15' 1 1/4" (Top)N/A 417 -695
3 - Uniform (PLF)0 to 15' 4" (Back)N/A 39.8 132.0 -Linked from: 5,
Support 1
4 - Uniform (PLF)0 to 15' 4" (Front)N/A 132.8 441.8 -Linked from: 1,
Support 2
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 8 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
•Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Stud wall - HF 3.50"2.25"1.50"534 1673 2207 1 1/4" Rim Board
2 - Stud wall - HF 3.50"2.25"1.50"534 1673 2207 1 1/4" Rim Board
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2115 @ 2"3189 (2.25")Passed (66%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1076 @ 1' 3 3/8"8035 Passed (13%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2404 @ 2' 6"19902 Passed (12%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.011 @ 2' 6"0.156 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.015 @ 2' 6"0.233 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 10" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 10" o/c unless detailed otherwise.
FLOOR-2, 7MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)1 1/4" to 4' 10 3/4"N/A 13.0
1 - Uniform (PLF)0 to 5' (Back)N/A 129.8 432.0 Linked from: 1,
Support 1
2 - Uniform (PLF)0 to 5' (Front)N/A 71.3 237.0 Linked from: 3,
Support 2
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 9 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 5 1/4" x 14" 2.2E Parallam® PSL
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Beam - PSL 3.50"3.50"1.56"1225 3898 -60 5123/-60 Blocking
2 - Column - DF 5.50"5.50"1.61"1314 3962 -33 5276/-33 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) [Group]
Member Reaction (lbs)5123 @ 2"11484 (3.50")Passed (45%)--1.0 D + 1.0 L (All Spans) [1]
Shear (lbs)4293 @ 15' 10 1/2"14210 Passed (30%)1.00 1.0 D + 1.0 L (All Spans) [1]
Moment (Ft-lbs)21396 @ 8' 8 3/16"40743 Passed (53%)1.00 1.0 D + 1.0 L (All Spans) [1]
Live Load Defl. (in)0.343 @ 8' 7 15/16"0.567 Passed (L/595)--1.0 D + 1.0 L (All Spans) [1]
Total Load Defl. (in)0.452 @ 8' 8 1/16"0.850 Passed (L/451)--1.0 D + 1.0 L (All Spans) [1]
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 17' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 17' 6" o/c unless detailed otherwise.
FLOOR-2, 8MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 17' 6"N/A 23.0
1 - Uniform (PLF)0 to 17' 6" (Back)N/A 71.3 237.0 -Linked from: 3,
Support 1
2 - Uniform (PLF)0 to 12' 4" (Front)N/A 45.8 213.0/-6.0 -7.5 Linked from: 2,
Support 2
3 - Uniform (PLF)12' 4" to 17' 6"
(Front)N/A 63.0 210.0 -Linked from: 4,
Support 2
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 10 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Column - HF 3.00"3.00"2.19"1951 2334 1452 5737 Blocking
2 - Column - HF 3.00"3.00"1.82"1709 1564 1463 4736 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)4791 @ 1 1/2"6563 (3.00")Passed (73%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)3854 @ 1' 2 7/8"8035 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)10212 @ 2' 10"19902 Passed (51%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.057 @ 2' 10"0.225 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.093 @ 3' 5 1/16"0.338 Passed (L/872)--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 7' o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' o/c unless detailed otherwise.
FLOOR-2, 9MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 7'N/A 13.0
1 - Uniform (PSF)0 to 7' (Top)8'10.0 --
2 - Uniform (PSF)0 to 7' (Top)16'15.0 -25.0
3 - Uniform (PSF)0 to 7' (Top)1'15.0 -25.0
4 - Point (lb)2' 10" (Top)N/A 1225 3898 -60 Linked from: 8,
Support 1
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 11 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 5 1/4" x 11 7/8" 2.2E Parallam® PSL
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Column - HF 3.00"3.00"1.50"1775 2115 450 4340 Blocking
2 - Column - HF 3.00"3.00"1.50"1663 1915 426 4004 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3890 @ 1 1/2"9844 (3.00")Passed (40%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3269 @ 1' 2 7/8"12053 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)14621 @ 7' 9 3/16"29854 Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.225 @ 7' 10"0.517 Passed (L/827)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.415 @ 7' 10 1/16"0.775 Passed (L/448)--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 15' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 15' 9" o/c unless detailed otherwise.
FLOOR-2, 10MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 15' 9"N/A 19.5
1 - Uniform (PSF)11' 5 1/2" to 15' 9"
(Top)8'10.0 --
2 - Uniform (PSF)11' 5 1/2" to 15' 9"
(Top)2'15.0 -25.0
3 - Uniform (PLF)0 to 11' 5 1/2"
(Top)N/A 208.5 273.0 57.8 Linked from: 2,
Support 1
4 - Uniform (PLF)11' 5 1/2" to 15' 9"
(Top)N/A 63.0 210.0 -Linked from: 4,
Support 1
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 12 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"775 950 1725 None
2 - Trimmer - HF 1.50"1.50"1.50"775 950 1725 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1725 @ 0 3281 (1.50")Passed (53%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1196 @ 8 3/4"3502 Passed (34%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2049 @ 2' 4 1/2"3438 Passed (60%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.026 @ 2' 4 1/2"0.158 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.047 @ 2' 4 1/2"0.237 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 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.
FLOOR-2, 11MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 6.4
1 - Uniform (PSF)0 to 4' 9"16'15.0 25.0 Snow
2 - Uniform (PSF)0 to 4' 9"8'10.0 -
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 13 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
2 piece(s) 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL
•Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Stud wall - HF 4.50"3.25"2.20"1040 1267 2307 1 1/4" Rim Board
2 - Stud wall - HF 4.50"3.25"2.20"1040 1267 2307 1 1/4" Rim Board
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2232 @ 3"3291 (3.25")Passed (68%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1313 @ 1' 4 3/8"9673 Passed (14%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3099 @ 3' 2"9582 Passed (32%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.033 @ 3' 2"0.194 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.060 @ 3' 2"0.292 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
System : Floor
Member Type : Flush 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 6' 2" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 2" o/c unless detailed otherwise.
FLOOR-2, 12MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)1 1/4" to 6' 2 3/4"N/A 8.7
1 - Uniform (PSF)0 to 6' 4" (Top)8'10.0 -
2 - Uniform (PSF)0 to 6' 4" (Top)16'15.0 25.0
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 14 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1009 1339 2348 None
2 - Trimmer - HF 1.50"1.50"1.50"488 472 960 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2348 @ 0 3281 (1.50")Passed (72%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2168 @ 8 3/4"3502 Passed (62%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1871 @ 10 1/4"3438 Passed (54%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.021 @ 2' 1 7/8"0.158 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.040 @ 2' 2 5/16"0.237 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 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.
FLOOR-2, 13MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 9"N/A 6.4
1 - Point (lb)10"N/A 802 1336
2 - Uniform (PSF)0 to 4' 9"8'10.0 -
3 - Uniform (PSF)0 to 4' 9"4'15.0 25.0
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 15 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"2.89"2242 4071 1109 7422 None
2 - Trimmer - HF 1.50"1.50"1.50"671 328 593 1592 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6313 @ 1 1/2"6563 (3.00")Passed (96%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)2286 @ 10 1/4"3045 Passed (75%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)2227 @ 5 3/4"2989 Passed (74%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.030 @ 2' 4"0.158 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.053 @ 2' 4 3/8"0.237 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•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 4' 11" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 14MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 10 1/2"N/A 6.4
1 - Uniform (PSF)0 to 4' 10 1/2"8'10.0 --
2 - Uniform (PSF)5 3/4" to 4' 10 1/2"9' 2"15.0 -25.0
3 - Point (lb)5 3/4"N/A 1887 4399 695 Linked from: 6,
Support 1
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 16 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 5.50"5.50"1.50"620 871 1491 Blocking
2 - Column - HF 5.50"5.50"1.50"620 871 1491 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1490 @ 4"18906 (5.50")Passed (8%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1236 @ 1' 3"6810 Passed (18%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4979 @ 7' 4"6937 Passed (72%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.201 @ 7' 4"0.700 Passed (L/836)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.344 @ 7' 4"0.933 Passed (L/489)--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 14' 8" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 8" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 15MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 14' 8"N/A 13.2
1 - Uniform (PSF)0 to 14' 8" (Top)4' 9"15.0 25.0 Snow
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 17 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
•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 Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Hanger on 9 1/2" DF beam 5.50"Hanger¹1.50"508 700 1208 See note ¹
2 - Column - HF 5.50"5.50"1.50"1115 1600 2715 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1136 @ 5 1/2"5156 (1.50")Passed (22%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1002 @ 1' 3"6810 Passed (15%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3799 @ 7' 1 3/4"6937 Passed (55%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.138 @ 7' 1 3/4"0.669 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.239 @ 7' 1 3/4"0.892 Passed (L/670)--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 13' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 13' 9" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 16MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
1 - Face Mount Hanger Connector not found N/A N/A N/A N/A
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)5 1/2" to 14' 2"N/A 13.2
1 - Uniform (PSF)0 to 14' 2" (Top)3' 11"15.0 25.0 Snow
2 - Point (lb)13' 11 1/4" (Front)N/A 610 913 Linked from: 17,
Support 2
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 18 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
•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 Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 5.50"5.50"1.50"768 1169 1937 Blocking
2 - Hanger on 9 1/2" DF beam 5.50"Hanger¹1.50"610 913 1523 See note ¹
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1542 @ 9' 8 1/2"5156 (1.50")Passed (30%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1495 @ 1' 3"6810 Passed (22%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)4680 @ 5' 5 3/4"6937 Passed (67%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.085 @ 5' 9/16"0.469 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.141 @ 5' 9/16"0.625 Passed (L/797)--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 9' 9" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 9" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 17MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger Connector not found N/A N/A N/A N/A
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 9' 8 1/2"N/A 13.2
1 - Uniform (PSF)0 to 6' 3" (Top)8' 6"15.0 25.0 Snow
2 - Point (lb)6' 3" (Top)N/A 298 497
3 - Tapered (PSF)6' 3" to 10' 2"
(Top)3' 11" to 2' 1"15.0 25.0 Snow
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 19 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Column - HF 3.00"3.00"1.50"448 684 1132 Blocking
2 - Column - HF 5.50"5.50"1.50"474 723 1197 None
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)1132 @ 1 1/2"10313 (3.00")Passed (11%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)860 @ 10 1/2"5376 Passed (16%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1924 @ 3' 7 3/4"3705 Passed (52%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.041 @ 3' 7 3/4"0.352 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.068 @ 3' 7 3/4"0.469 Passed (L/999+)--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 7' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 6" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 18MEMBER REPORT PASSED
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 technical 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 7' 6"N/A 10.4
1 - Uniform (PSF)0 to 7' 6" (Top)7' 6"15.0 25.0 Snow
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 20 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 4 x 8 Douglas Fir-Larch No. 2
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"594 2022 2616 Blocking
2 - Column - HF 3.00"3.00"1.82"860 3119 3979 Blocking
3 - Column - HF 3.00"3.00"1.73"775 3007 3782 Blocking
4 - Column - HF 3.00"3.00"1.82"860 3119 3979 Blocking
5 - Column - HF 3.00"3.00"1.50"594 2022 2616 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3979 @ 7' 9"6563 (3.00")Passed (61%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1619 @ 7' 1/4"3045 Passed (53%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2302 @ 7' 9"2989 Passed (77%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.052 @ 4' 7 5/16"0.200 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)-0.056 @ 0 0.200 Passed (2L/756)--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 (0.2") and TL (0.2").
•Top Edge Bracing (Lu): Top compression edge must be braced at 27' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 27' 6" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-1, 1MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 27' 6"N/A 6.4
1 - Uniform (PSF)0 to 27' 6" (Top)10' 7 1/2"12.0 40.0 Residential - Living
Areas
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 21 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 3.00"3.00"1.50"665 2304 2969 Blocking
2 - Column - HF 3.00"3.00"2.02"1417 5539 6956 Blocking
3 - Column - HF 3.00"3.00"1.60"1229 4272 5501 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)6956 @ 5' 3"10313 (3.00")Passed (67%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2840 @ 4' 6"4675 Passed (61%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-2288 @ 5' 3"3222 Passed (71%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.037 @ 10' 6"0.200 Passed
(2L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.043 @ 10' 6"0.200 Passed (2L/988)--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 (0.2") and TL (0.2").
•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.
•Applicable calculations are based on NDS.
FLOOR-1, 2MEMBER REPORT PASSED
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 technical 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
Tributary Dead Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 10' 6"N/A 10.4
1 - Uniform (PSF)0 to 10' 6" (Top)11' 1"12.0 40.0 Residential - Living
Areas
2 - Uniform (PSF)4' 1" to 10' 6"
(Top)16' 6"12.0 40.0 Residential - Living
Areas
3 - Point (lb)4' 1" (Top)N/A 534 1673 Linked from: 7,
Support 2
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 22 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
1 piece(s) 6 x 8 Douglas Fir-Larch No. 2
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Snow Wind Seismic Total Accessories
1 - Column - HF 3.00"3.00"1.50"1029 1328 342 1047 1396/-1396 5142/-1396 Blocking
2 - Column - HF 3.00"3.00"1.50"1029 1328 342 1570 2093/-2093 6362/-2093 Blocking
Left cantilever length exceeds 1/3 member length or 1/2 back span length.
Right cantilever length exceeds 1/3 member length or 1/2 back span length.
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)3381 @ 3' 10"10313 (3.00")Passed (33%)--1.0 D + 0.525 E + 0.75 L + 0.75 S (Adj
Spans)
Shear (lbs)1573 @ 3' 1"7480 Passed (21%)1.60 1.0 D + 0.7 E (All Spans)
Moment (Ft-lbs)-1141 @ 1' 9"3222 Passed (35%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.014 @ 5' 7"0.200 Passed
(2L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)0.023 @ 5' 7"0.200 Passed
(2L/999+)--1.0 D - 0.525 E + 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).
•Overhang deflection criteria: LL (0.2") and TL (0.2").
•Top Edge Bracing (Lu): Top compression edge must be braced at 5' 7" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 7" o/c unless detailed otherwise.
•-360 lbs uplift at support 1' 9". Strapping or other restraint may be required.
•-848 lbs uplift at support 3' 10". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
FLOOR-1, 3 - downMEMBER REPORT FAILED
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 technical 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
Tributary Dead Floor Live Snow Wind Seismic
Loads Location (Side)Width (0.90)(1.00)(1.15)(1.60)(1.60)Comments
0 - Self Weight (PLF)0 to 5' 7"N/A 10.4
1 - Uniform (PSF)0 to 5' 7" (Top)9' 5"12.0 40.0 ---Residential - Living
Areas
2 - Uniform (PSF)0 to 5' 7" (Top)18'10.0 ----
3 - Uniform (PSF)0 to 5' 7" (Top)4' 4"15.0 -25.0 --
4 - Point (lb)3' (Top)N/A ---2617 3489
Forte v5.3, Design Engine: V7.0.0.5
7/25/2018 12:25:31 PM
Page 23 of 24
2355.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2355
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: (206) 200-8764
email: elreng33@gmail.com
Lateral Calculations
ASCE Seismic Base Shear
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:29PM
Project Descr:
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 =122.157 deg West
Latitude =47.500 deg NorthMax. Ground Motions, 5% Damping :
S =1.398S g, 0.2 sec response
S 0.52621 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 1.398=MSS = Fv * S1 =0.789M1 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 =0.932DSMS=0.526 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 "=3.00 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 =24.0 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) =0.217
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected =0.217 sec
" Cs " Response Coefficient ASCE 7-10 Section 12.8.1.1
S : Short Period Design Spectral Response 0.932
" R " : Response Modification Factor 6.50
" I " : Seismic Importance Factor =1
0.143From Eq. 12.8-2, Preliminary Cs =
0.373From Eq. 12.8-3 & 12.8-4 , Cs need not exceed =
From Eq. 12.8-5 & 12.8-6, Cs not be less than =0.041
DS
=Cs : Seismic Response Coefficient =0.1434
=
=
Seismic Base Shear ASCE 7-10 Section 12.8.1
W ( see Sum Wi below ) =80.19 kCs =0.1434 from 12.8.1.1
Seismic Base Shear V = Cs * W =11.50 k
ASCE Seismic Base Shear
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:29PM
Project Descr:
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 33.48 19.84 664.24 0.5686 6.54 6.54 0.00
1 46.71 10.79 504.00 0.4314 4.96 11.50 59.17
Sum Wi =80.19 k Total Base Shear =11.50 k
Base Moment =
1,168.24 k-ftSum Wi * Hi =
183.2 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 33.48 6.54 6.54 33.48 6.54 6.24 12.48 6.54 6.54
1 46.71 4.96 11.50 80.19 6.70 8.71 17.41 8.71 8.71
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
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:30PM
Project Descr:
> ASCE 7-10 wind forces
Basic Values
2
110.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
64.670
30.0
24.0
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 9.0519.84 0.000 0.000
Lower 10.7910.79 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"
595.0 595.0 1,283.0 1,283.0
ft^2
Roof Total
1,580.0 ft^2 5,336.0 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 =0.6573 South Wall =0.6573 psf East Wall =0.6573psf West Wall =0.6573psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall =17.307 psf South Wall =17.307 psf East Wall =17.307psf West Wall =17.307psf
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 15.135.00 0.57515.13 15.13 15.130.5750.575
0.575 15.1310.00 0.57515.13 15.13 15.130.5750.575
0.575 15.1315.00 0.57515.13 15.13 15.130.5750.575
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:30PM
Project Descr:
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
-0.30 -0.30 -0.50 -0.50
-0.70 -0.70 -0.70 -0.70
GCpi : Internal pressure coefficient, per sec. 26.11 and Table 26.11-1
North South East West
0.180+/-0.180 0.180 0.180+/-
Specify Cp Values from Figure 27.4-1 for Windward, Leeward & Side Walls
Cp Values when elevation receives positive external pressure
Windward Wall
East WestSouth
Leeward Wall
Side Walls
North
+/-+/-
User Defined Roof locations and Net Directional Pressure Coefficients : Cp or Cn
Cp or Cn Values when the indicated building elevation receives positive external pressure
Description North South East West
Perp: windward -0.20 -0.20
Perp: leeward -0.60 -0.60
-0.90Parallel: 0 to h/2 -0.90
-0.90Parallel: h/2 to h -0.90
-0.50Parallel: h to 2h -0.50
-0.30Parallel: > 2h -0.30
Perp: windward 0.250 0.250
-0.180Parallel: 0 to > 2h -0.180
Story Forces for Design Wind Load Cases
Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab.
Load Case Windward Wall Eccentricity for (ft)Wind Shear Components (k)
In "Y" Direction In "X" Direction Mt, (ft-k)Ht. Range "Y" Shear "X" ShearBuilding level Trib. Height
CASE 1 ---Level 2 -2.06 ------4.5315.32' -> 19.84'---North
CASE 1 ---Level 1 -4.38 ------9.925.40' -> 15.32'---North
CASE 1 ---Level 2 2.06 ------4.5315.32' -> 19.84'---South
CASE 1 ---Level 1 4.38 ------9.925.40' -> 15.32'---South
CASE 1 ---Level 2 ----5.30 ---4.5315.32' -> 19.84'---East
CASE 1 ---Level 1 ----11.32 ---9.925.40' -> 15.32'---East
CASE 1 ---Level 2 ---5.30 ---4.5315.32' -> 19.84'---West
CASE 1 ---Level 1 ---11.32 ---9.925.40' -> 15.32'---West
CASE 2 +/- 7.0Level 2 -1.54 ---4.504.5315.32' -> 19.84'---North
CASE 2 +/- 14.8Level 1 -3.28 ---4.509.925.40' -> 15.32'---North
CASE 2 +/- 7.0Level 2 1.54 ---4.504.5315.32' -> 19.84'---South
CASE 2 +/- 14.8Level 1 3.28 ---4.509.925.40' -> 15.32'---South
CASE 2 +/- 38.6Level 2 ----3.98 ---4.5315.32' -> 19.84'9.70East
CASE 2 +/- 82.4Level 1 ----8.49 ---9.925.40' -> 15.32'9.70East
CASE 2 +/- 38.6Level 2 ---3.98 ---4.5315.32' -> 19.84'9.70West
CASE 2 +/- 82.4Level 1 ---8.49 ---9.925.40' -> 15.32'9.70West
CASE 3 ---Level 2 -1.54 -3.98 ---4.5315.32' -> 19.84'---North & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:30PM
Project Descr:
CASE 3 ---Level 1 -3.28 -8.49 ---9.925.40' -> 15.32'---North & East
CASE 3 ---Level 2 -1.54 3.98 ---4.5315.32' -> 19.84'---North & West
CASE 3 ---Level 1 -3.28 8.49 ---9.925.40' -> 15.32'---North & West
CASE 3 ---Level 2 1.54 3.98 ---4.5315.32' -> 19.84'---South & West
CASE 3 ---Level 1 3.28 8.49 ---9.925.40' -> 15.32'---South & West
CASE 3 ---Level 2 1.54 -3.98 ---4.5315.32' -> 19.84'---South & East
CASE 3 ---Level 1 3.28 -8.49 ---9.925.40' -> 15.32'---South & East
CASE 4 +/- 34.2Level 2 -1.16 -2.98 4.504.5315.32' -> 19.84'9.70North & East
CASE 4 +/- 72.9Level 1 -2.46 -6.37 4.509.925.40' -> 15.32'9.70North & East
CASE 4 +/- 34.2Level 2 -1.16 2.98 4.504.5315.32' -> 19.84'9.70North & West
CASE 4 +/- 72.9Level 1 -2.46 6.37 4.509.925.40' -> 15.32'9.70North & West
CASE 4 +/- 34.2Level 2 1.16 2.98 4.504.5315.32' -> 19.84'9.70South & West
CASE 4 +/- 72.9Level 1 2.46 6.37 4.509.925.40' -> 15.32'9.70South & West
CASE 4 +/- 34.2Level 2 1.16 -2.98 4.504.5315.32' -> 19.84'9.70South & East
CASE 4 +/- 72.9Level 1 2.46 -6.37 4.509.925.40' -> 15.32'9.70South & East
Min per ASCE 27.4.7 ---Level 2 -2.17 ------4.5315.32' -> 19.84'---North
Min per ASCE 27.4.7 ---Level 1 -4.76 ------9.925.40' -> 15.32'---North
Min per ASCE 27.4.7 ---Level 2 2.17 ------4.5315.32' -> 19.84'---South
Min per ASCE 27.4.7 ---Level 1 4.76 ------9.925.40' -> 15.32'---South
Min per ASCE 27.4.7 ---Level 2 ----4.68 ---4.5315.32' -> 19.84'---East
Min per ASCE 27.4.7 ---Level 1 ----10.26 ---9.925.40' -> 15.32'---East
Min per ASCE 27.4.7 ---Level 2 ---4.68 ---4.5315.32' -> 19.84'---West
Min per ASCE 27.4.7 ---Level 1 ---10.26 ---9.925.40' -> 15.32'---West
Base Shear for Design Wind Load Cases North+YValues below are calculated based on a building with dimensions B x L x h as defined on the "General" tab.
Load Case Windward Wall Leeward Wall Wind Base Shear Components (k)West +XIn "Y" Direction In "X" Direction Mt, (ft-k)
Case 1 ---South -6.44 ---North
Case 1 ---North 6.44 ---South
Case 1 ---West ----16.62East
Case 1 ---East ---16.62West
Case 2 +/- 21.7South-4.83 ---North
Case 2 +/- 21.7North4.83 ---South
Case 2 +/- 120.9West----12.47East
Case 2 +/- 120.9East---12.47West
Case 3 ---South & West -4.83 -12.47North & East
Case 3 ---South & East -4.83 12.47North & West
Case 3 ---North & East 4.83 12.47South & West
Case 3 ---North & West 4.83 -12.47South & East
Case 4 +/- 107.1South & West -3.62 -9.36North & East
Case 4 +/- 107.1South & East -3.62 9.36North & West
Case 4 +/- 107.1North & East 3.62 9.36South & West
Case 4 +/- 107.1North & West 3.62 -9.36South & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2342-L~1\Enercalc\2342.ec6
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 25 JUL 2018, 12:30PM
Project Descr:
Min per ASCE 27.4.7 ---South -6.93 ---North
Min per ASCE 27.4.7 ---North 6.93 ---South
Min per ASCE 27.4.7 ---West ----14.95East
Min per ASCE 27.4.7 ---East ---14.95West
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comLATERAL LOADINGStory/base shear and diaphragm forces rho (ρ)Client:JK MonarchWind (E-W loads)Wind (N-S loads)SeismicWIND0.6SdsSEISMIC0.71.3Project:2355-Renton-ChelanHstoryB (< N-S >)L (< E-W >)AlevelN-S loadsE-W loadsFpy (N-S)Fpx (E-W)0.932N-S loadsE-W loadsFpxy (both)Date:7/24/2018Roof 50.67 29 1580Pw x B x L =2.10 4.15 2.10 4.15Cs x W = 6.54 6.54 6.54Revised: n.a.8.00Description:Wind/EQ DesignRoof-1 64.67 30 1957Pw x B x L =4.76 11.32 4.76 11.32Cs x W = 4.96 4.96 8.71Code: AWC-SDPWS-20159.00Roof-2 0 0 0Pw x B x L =0.00 0.00 0.00 0.00Cs x W = 0.00 0.00 0.000.00Base shear > Pw x B x L =6.86 15.47Cs x W = 11.50 11.50SummaryDesign base shear (ASD) >x 0.64.119.28kipsx ρ x 0.710.4710.47kipscheck: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)Lmin @ A.R. = 3.5:1 82.29ft (min.) 76543214.50 738 0.63 2.78 11.0057 0 253 0114.50 842 0.63 3.17 7.42 5.58 9.00 13.1718 0 90 0OK29 1580OK1.265.95E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.29ft (min.) GFE3.00 73 0.15 0.27 15.3310 0 18 0D24.57 766 1.21 2.89 9.67125 0 298 0CB23.10 741 1.14 2.79 5.33 9.7975 0 185 0AOK50.671580OK 2.49 5.95Roof-1 N-S loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 82.57ft (min.) 76543214.50 1065 2.01 5.24 16.50 17.4259 0 154 0115.50 892 2.10 5.23 7.42 8.83130 0 322 0OK30 1957OK4.1110.47E-W loadsGrid trib. width trib. area Fwind Fseismic L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf)Lmin @ A.R. = 3.5:1 H2.57ft (min.) GFE9.88 511.5 2.13 3.71 3.83 3.83278 0 484 0DC28.46 853.5 3.25 2.60 16.50197 0 157 0B18.58 461 3.09 3.85 4.92 3.00390 0 487 0A7.76 131 0.81 0.30 12.0068 0 25 0OK64.671957OK 9.28 10.47
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comEDAssumed orientationE-W gridsC>BY +A0,0 1 2 3 4X + > N-S gridsTotal capacity (EQ) of line of SW's with individual segment capacities within the shearline with A.R.i > 2:1 reduced by the minimum of 2 Li/H per 2015 SDPWS 4.3.3.4.1 or 1.25-0.125H/Li per 2015 SDPWS4.3.4.2 for more than one wall and 1.25-0.125H/Li per 2015 SDPWS 4.3.4.2 for one wall onlyGovernsW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ2.660 3.887 5.013 6.547 10.025 14.990 W4 < EQ8.504 12.429 16.027 20.933 32.054 47.926 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ3.707 5.418 6.986 9.124 13.972 20.890 W6 < EQ2.338 3.417 4.407 5.756 8.813 13.177 W4 < EQ3.656 5.343 6.890 8.999 13.780 20.604 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ8.202 11.987 15.457 20.189 30.915 46.223 W6 < EQ3.929 5.743 7.405 9.672 14.810 22.144 W4 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ1.576 2.304 2.971 3.880 5.942 8.884 W2 < EQ3.990 5.831 7.519 9.821 15.038 22.484 W6 < EQ1.673 2.446 3.153 4.119 6.307 9.430 W2 < EQ2.902 4.241 5.468 7.142 10.937 16.352 W6 < W
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)8.00876543211.0057 0 253 0 253 E 320 458 2022 1056 -598 966 holdown17.425.589.0013.1718090090E3201437211264-1121-543Grid L1 L2 L3 L4 L5 L6E-W loads HGFE15.3310 0 18 0 18 E 140 77 143 644 -567 -500D9.67125 0 298 0 298 E 148 1000 2387 429 570 1958 holdownCB5.33 9.7975 0 185 0 185 E 114 601 1477 334 267 1143 holdownARoof-1N-S loads Grid L1 L2 L3 L4 L5 L69.00876543216.50 17.4259 0 154 0 154 E 458 533 1389 2394 -1860 -100417.428.8313003220322E458116628961213-471683holdownGrid L1 L2 L3 L4 L5 L6E-W loads HGFE3.83 3.83278 0 484 0 484 E 709 2502 4360 814 1687 3545 holdownDC16.50197 0 157 0 197 W 286 1774 1417 1416 358 2B4.92 3.00390 0 487 0 487 E 604 3508 4380 891 2617 3489 holdownA12.0068025068W16061122757635-349
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =400 984
- Apply Ωo per 12.3.3.3?Y
- Overstrength factor (Ωo) =2.5
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =1.2
- Sds =0.932
- ρ =1.3
V 984 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 0.75 N/A
L1 2.00 ft ho1 1.50 ft P2=ho1/L2=0.75 N/A
L2 2.00 ft hb1 5.33 ft
Lwall 5.33 ft Lo1 1.33 ft
1. Hold-down forces: H = Vhwall/Lwall 1477 lbf 6. Unit shear beside opening
246 plf
2. Unit shear above + below opening 246 plf
227 plf 984 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =302 lbf R1 = V1*L1 =492 lbf
R2 = V2*L2 =492 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =151 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =151 lbf R1-F1 =341 lbf
R2-F2 =341 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =0.67 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =0.67 ft vc1 = (R1-F1)/L1 =170 plf
vc2 = (R2-F2)/L2 =170 plf
Holdowns (overturning)
Twind =601 lbf
Tseismic =2367 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =377 lbf < (0.6D+0.6W)
Tseismic (net) =1645 lbf < (0.6-0.14Sds)D+0.7ΩoE/ρ
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?1108 369 1477 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1477 1108 369 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?1108 369 1477 lbf
Req. Sheathing Capacity 246 plf < Seismic controls W4
Req. Strap Force 151 lbf < Seismic controls CS22 applied to one side of wall above and below window x 63.96 inches long
Req. HD Force (net)1645 lbf < Seismic controls MSTC40 < Input holdown here
2355-Renton-Chelan
AWC-SDPWS-2015 7/24/2018
ELR
JK Monarch
Upper story - Grid B 5'-4"
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) =735 1807
- Apply Ωo per 12.3.3.3?Y
- Overstrength factor (Ωo) =2.5
- ASCE 7-10 12.4.3.3 ASD
stress increase w/Ωo =1.2
- Sds =0.932
- ρ =1.3
V 1807 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 0.44 N/A
L1 3.38 ft ho1 1.50 ft P2=ho1/L2=0.75 N/A
L2 2.00 ft hb1 5.33 ft
Lwall 7.80 ft Lo1 2.42 ft
1. Hold-down forces: H = Vhwall/Lwall 1855 lbf 6. Unit shear beside opening
336 plf
2. Unit shear above + below opening 336 plf
285 plf 1807 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =691 lbf R1 = V1*L1 =1135 lbf
R2 = V2*L2 =672 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =434 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =257 lbf R1-F1 =701 lbf
R2-F2 =416 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =1.52 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =0.90 ft vc1 = (R1-F1)/L1 =208 plf
vc2 = (R2-F2)/L2 =208 plf
Holdowns (overturning)
Twind =755 lbf
Tseismic =2972 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =427 lbf < (0.6D+0.6W)
Tseismic (net) =2030 lbf < (0.6-0.14Sds)D+0.7ΩoE/ρ
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?1350 504 1855 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1855 1350 504 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?1350 504 1855 lbf
Req. Sheathing Capacity 336 plf < Seismic controls W4
Req. Strap Force 434 lbf < Seismic controls CS22 applied to one side of wall above and below window x 93.54 inches long
Req. HD Force (net)2030 lbf < Seismic controls MSTC40 < Input holdown here
2355-Renton-Chelan
AWC-SDPWS-2015 7/24/2018
ELR
JK Monarch
Upper story - Grid B 7'-9.5"
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) =148 275
- 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 =0.932
- ρ =1.3
V 275 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 1.17 N/A
L1 3.83 ft ho1 4.50 ft P2=ho1/L2=1.17 N/A
L2 3.83 ft hb1 2.33 ft
Lwall 15.33 ft Lo1 7.67 ft
1. Hold-down forces: H = Vhwall/Lwall 143 lbf 6. Unit shear beside opening
36 plf
2. Unit shear above + below opening 36 plf
41 plf 275 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =314 lbf R1 = V1*L1 =137 lbf
R2 = V2*L2 =137 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =157 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =157 lbf R1-F1 =-20 lbf
R2-F2 =-20 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =3.84 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.84 ft vc1 = (R1-F1)/L1 =-5 plf
vc2 = (R2-F2)/L2 =-5 plf
Holdowns (overturning)
Twind =77 lbf
Tseismic =143 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =-567 lbf < (0.6D+0.6W)
Tseismic (net) =-360 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-18 162 143 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?143 -18 162 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-18 162 143 lbf
Req. Sheathing Capacity 36 plf < Seismic controls W6
Req. Strap Force 157 lbf < Seismic controls CS22 applied to one side of wall above and below window x 183.96 inches long
Req. HD Force (net)-360 lbf < Seismic controls MSTC40 < Input holdown here
V2 = (V/L)(T2+L2)/L2 =
AWC-SDPWS-2015 7/24/2018
ELR
JK Monarch
2355-Renton-Chelan
Upper story - Grid E
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
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) =815 302
- 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 =0.932
- ρ =1.3
V 815 lbf Wind controls Opening 1 Adj. Factor
hwall 10.00 ft ha1 1.17 ft P1=ho1/L1= 2.56 0.9302
L1 2.67 ft ho1 6.83 ft P2=ho1/L2=2.56 0.9302
L2 2.67 ft hb1 2.00 ft
Lwall 12.01 ft Lo1 6.67 ft
1. Hold-down forces: H = Vhwall/Lwall 679 lbf 6. Unit shear beside opening
153 plf
2. Unit shear above + below opening 153 plf
214 plf 815 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1428 lbf R1 = V1*L1 =407 lbf
R2 = V2*L2 =407 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =714 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =714 lbf R1-F1 =-306 lbf
R2-F2 =-306 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =3.34 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.34 ft vc1 = (R1-F1)/L1 =-115 plf
vc2 = (R2-F2)/L2 =-115 plf
Holdowns (overturning)
Twind =679 lbf
Tseismic =252 lbf
Holdowns (Dead resisting)
Uniform =160 plf
Conc. =0 lbf
Twind (net) =102 lbf < (0.6D+0.6W)
Tseismic (net) =-200 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?-364 1042 679 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?679 -364 1042 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?-364 1042 679 lbf
Req. Sheathing Capacity 164 plf < Wind controls W6
Req. Strap Force 714 lbf < Wind controls CS22 applied to one side of wall above and below window x 144.12 inches long
Req. HD Force (net)102 lbf < Wind controls MSTC40 < Input holdown here
Lower story - Grid A
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
2355-Renton-Chelan
AWC-SDPWS-2015 7/24/2018
ELR
JK Monarch