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STRUCTURAL CALCULATIONS
for the
PROPOSED RUEPPELL HOME DESIGN
PLAN 2552
August 20, 2018
Client: JK Monarch
Site: 912 Chelan Ave NE
Renton, WA
Calculated by: Eric L. Rice, PE
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
Phone: (206) 200-8764
Email: elreng33@gmail.com
Eric L. Rice 08/21/18
Eric L. Rice08/08/17
D08-053
B18005074
V2
REVISION
Received: 10/25/2018 / 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: 11/20/2018
ELR Engineering Project: Plan 2552
1915 Dayton Ave NE Job No. Figured by: ELR
Renton, WA 98056 Checked by: Date: 8/20/2018 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 2552 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. These calculations are applicable and valid only for the site
stated on the cover sheet of these calculations. Questions should be addressed to the undersigned.
Eric L. Rice, PE
ELR Engineering
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) 3 1/2" x 9" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 1.50"1.50"1.50"1053 1702 2755 None
2 - Trimmer - HF 1.50"1.50"1.50"1053 1702 2755 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)2754 @ 0 3413 (1.50")Passed (81%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2170 @ 10 1/2"6400 Passed (34%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)5680 @ 4' 1 1/2"10868 Passed (52%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.112 @ 4' 1 1/2"0.275 Passed (L/881)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.182 @ 4' 1 1/2"0.412 Passed (L/544)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
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 8' 3"N/A 7.7
1 - Uniform (PSF)0 to 8' 3"16' 6"15.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 2 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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"667 1083 1750 None
2 - Trimmer - HF 1.50"1.50"1.50"667 1083 1750 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)1749 @ 0 3281 (1.50")Passed (53%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1263 @ 8 3/4"3502 Passed (36%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)2296 @ 2' 7 1/2"3438 Passed (67%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.040 @ 2' 7 1/2"0.175 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.064 @ 2' 7 1/2"0.262 Passed (L/984)--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, 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 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' 6"15.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 3 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 4.50"4.50"3.90"3348 5516 8864 None
2 - Trimmer - HF 1.50"1.50"1.50"574 895 1469 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)8865 @ 3"10238 (4.50")Passed (87%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)5790 @ 1' 3"7466 Passed (78%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)6275 @ 11 1/2"14792 Passed (42%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.066 @ 3' 11 1/8"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.107 @ 3' 11 3/16"0.412 Passed (L/928)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
ROOF, 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
Tributary Dead Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 6"N/A 8.9
1 - Uniform (PSF)11 1/2" to 8' 6"4'15.0 25.0 Snow
2 - Point (lb)11 1/2"N/A 3394 5657
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 4 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 Snow Total Accessories
1 - Hanger on 11 7/8" PSL beam 5.25"Hanger¹1.75" / 1.75" ²72 339 -14 411/-14 See note ¹
2 - Stud wall - HF 5.50"5.50"3.50"318 446 98 862 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)380 @ 5 1/4"910 (1.75")Passed (42%)1.00 1.0 D + 1.0 L (Alt Spans)
Shear (lbs)380 @ 5 1/4"1560 Passed (24%)1.00 1.0 D + 1.0 L (Alt Spans)
Moment (Ft-lbs)1043 @ 5' 11 1/16"3160 Passed (33%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.087 @ 6' 4 1/4"0.394 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.097 @ 6' 2 5/16"0.592 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 58 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 5' 7" 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, 1MEMBER 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 2-Strong-Grip None
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 14' 6"16"12.0 40.0 -Residential - Living
Areas
2 - Point (PLF)14' 3 1/4"16"80.0 --
3 - Point (PLF)14' 3 1/4"16"38.0 -63.0
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 5 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 3.50"2.25"1.75"95 346/-24 441/-24 1 1/4" Rim Board
2 - Stud wall - HF 5.50"5.50"3.50"266 888 1154 Blocking
3 - Beam - GLB 5.50"4.25"1.75"71 301/-60 372/-60 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)1154 @ 14' 9"2350 (5.25")Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)569 @ 14' 6 1/4"1716 Passed (33%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)-1558 @ 14' 9"3160 Passed (49%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.133 @ 7' 5/16"0.485 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.164 @ 6' 11 3/8"0.727 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 54 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' o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 7" 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
Loads Location (Side)Spacing (0.90)(1.00)Comments
1 - Uniform (PSF)0 to 27'16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 6 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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" ²54 196 250 See note ¹
2 - Stud wall - HF 5.50"5.50"3.50"-1 325/-169 325/-170 Blocking
3 - Beam - GLB 5.50"5.50"3.50"255 868 1123 Blocking
4 - Stud wall - HF 5.50"5.50"1.75"101 338/-2 439/-2 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)1123 @ 10' 5"2350 (5.25")Passed (48%)1.00 1.0 D + 1.0 L (Adj Spans)
Shear (lbs)568 @ 10' 7 3/4"1716 Passed (33%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1479 @ 10' 5"3160 Passed (47%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.118 @ 18' 5 7/8"0.490 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.153 @ 18' 6"0.735 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
TJ-Pro™ Rating 50 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' 2" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 8" 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
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 2-Strong-Grip None
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 25' 6"16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 7 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 - Stud wall - HF 5.50"5.50"1.75"120 398 518 Blocking
2 - Hanger on 11 7/8" PSL beam 5.25"Hanger¹1.75" / 1.75" ²121 402 523 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)492 @ 14' 6 3/4"910 (1.75")Passed (54%)1.00 1.0 D + 1.0 L (All Spans)
Shear (lbs)492 @ 14' 6 3/4"1560 Passed (32%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1744 @ 7' 5 5/8"3160 Passed (55%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.169 @ 7' 5 5/8"0.473 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.220 @ 7' 5 5/8"0.709 Passed (L/775)--1.0 D + 1.0 L (All Spans)
TJ-Pro™ Rating 50 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' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 7" 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
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger IUS1.81/11.88 2.00"N/A 10-10d 2-Strong-Grip None
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 15'16"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 8 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
•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 5.50"5.50"2.99"5089 1674/-334 5588 12351/-334 Blocking
2 - Column - HF 5.50"5.50"1.54"2521 1674/-334 2295 6490/-334 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)10677 @ 4"19663 (5.50")Passed (54%)--1.0 D + 1.0 S (All Spans) [1]
Shear (lbs)8851 @ 1' 5 1/2"13409 Passed (66%)1.15 1.0 D + 1.0 S (All Spans) [1]
Pos Moment (Ft-lbs)25397 @ 3' 2 3/4"30360 Passed (84%)1.15 1.0 D + 1.0 S (All Spans) [1]
Live Load Defl. (in)0.340 @ 7' 1/2"0.472 Passed (L/501)--1.0 D + 0.75 L + 0.75 S (All Spans) [1]
Total Load Defl. (in)0.623 @ 7' 9/16"0.708 Passed (L/273)--1.0 D + 0.75 L + 0.75 S (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 14' 10" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 14' 10" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 14' 2".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
FLOOR-2, 5MEMBER 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 14' 10"N/A 16.0
1 - Uniform (PSF)0 to 14' 10" (Top)8'10.0 --
2 - Uniform (PSF)0 to 14' 10" (Top)2' 6"15.0 -25.0
3 - Uniform (PLF)0 to 14' 10" (Top)N/A 53.3 225.8/-45.0 -Linked from: 2,
Support 3
4 - Point (lb)3' 2 3/4" (Top)N/A 3348 -5516 Linked from: 3,
Support 1
5 - Point (lb)11' 5 3/4" (Top)N/A 574 -895 Linked from: 3,
Support 2
6 - Point (lb)2 3/4" (Front)N/A 918 -545 Linked from: 6,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 9 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
•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"907 534 1441 Blocking
2 - Hanger on 12" GLB beam 5.50"Hanger¹1.50"918 545 1463 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)1362 @ 11' 10 1/2"5363 (1.50")Passed (25%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)1126 @ 10' 10 1/2"13409 Passed (8%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)3930 @ 6' 1 1/4"30360 Passed (13%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.025 @ 6' 1 1/4"0.385 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.066 @ 6' 1 1/4"0.577 Passed (L/999+)--1.0 D + 1.0 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 11' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 11" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 11' 6 1/2".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
FLOOR-2, 6MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Face Mount Hanger HUC612 2.50"N/A 16-10d 6-10d None
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 11' 10 1/2"N/A 16.0
1 - Uniform (PSF)0 to 12' 4" (Top)8'10.0 -
2 - Uniform (PSF)0 to 12' 4" (Top)3' 6"15.0 25.0 Snow
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 10 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 1.50"1.50"1.50"520 711 156 1387 None
2 - Trimmer - HF 1.50"1.50"1.50"520 711 156 1387 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)1231 @ 0 3281 (1.50")Passed (38%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)809 @ 8 3/4"3045 Passed (27%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)1308 @ 2' 1 1/2"2989 Passed (44%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.014 @ 2' 1 1/2"0.142 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.024 @ 2' 1 1/2"0.213 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 4' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
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 Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 4' 3"N/A 6.4
1 - Uniform (PLF)0 to 4' 3"N/A 238.5 334.5 73.5 Linked from: 1,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 11 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Trimmer - HF 3.00"3.00"2.02"1094 3496 4590 None
2 - Trimmer - HF 3.00"3.00"1.92"1045 3331 4376 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)4590 @ 1 1/2"6825 (3.00")Passed (67%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)3608 @ 9' 4 1/2"6493 Passed (56%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)11480 @ 5' 3"12863 Passed (89%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.272 @ 5' 3"0.342 Passed (L/452)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.357 @ 5' 3"0.512 Passed (L/344)--1.0 D + 1.0 L (All Spans)
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 10' 3".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
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
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 10' 6"N/A 8.9
1 - Uniform (PLF)0 to 10' 3"N/A 199.5 666.0 Linked from: 2,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 12 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
•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 Snow Total Accessories
1 - Column - HF 5.50"5.50"1.97"1607 5419 -102 7026/-102 Blocking
2 - Column - HF 5.50"4.25"1.94"1605 5419 -102 7024/-102 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)6950 @ 19' 2"15194 (4.25")Passed (46%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)5794 @ 1' 8 1/2"14575 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)31947 @ 9' 9"40494 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.565 @ 9' 9"0.628 Passed (L/400)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.733 @ 9' 9"0.942 Passed (L/309)--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 19' 5" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 18' 10".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
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 19' 4 3/4"N/A 20.0
1 - Uniform (PLF)0 to 19' 6" (Back)N/A 54.0 254.3 -10.5 Linked from: 1,
Support 1
2 - Uniform (PLF)0 to 19' 6" (Front)N/A 90.8 301.5 -Linked from: 4,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 13 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 8 3/4" x 13 1/2" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Column - HF 5.50"5.50"1.76"2890 7126 10016 None
2 - Column - HF 5.50"5.50"1.50"2145 6347 8492 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)10016 @ 4"31281 (5.50")Passed (32%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)7113 @ 1' 7"20869 Passed (34%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)38616 @ 9' 9"50343 Passed (77%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.571 @ 9' 9"0.628 Passed (L/396)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.763 @ 9' 9"0.942 Passed (L/296)--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 19' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 6" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 0.95 that was calculated using length L = 18' 10".
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
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
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 19' 6"N/A 28.7
1 - Uniform (PLF)0 to 19' 6" (Top)N/A 191.3 651.0 Linked from: 3,
Support 3
2 - Point (lb)0 (Top)N/A 745 779 Linked from: 11,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 14 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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.
•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 Floor
Live Total Accessories
1 - Stud wall - HF 5.50"4.25"1.50"733 761 1494 1 1/4" Rim Board
2 - Hanger on 11 7/8" GLB beam 5.50"Hanger¹1.50"745 779 1524 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)1404 @ 10' 6 1/2"3281 (1.50")Passed (43%)--1.0 D + 1.0 L (All Spans)
Shear (lbs)1131 @ 9' 6 5/8"8035 Passed (14%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)3582 @ 5' 5 1/4"19902 Passed (18%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.036 @ 5' 5 1/4"0.340 Passed (L/999+)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.072 @ 5' 5 1/4"0.510 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 10' 5" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 5" o/c unless detailed otherwise.
FLOOR-2, 11MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
2 - Top Mount Hanger ITS3.56/11.88 2.00"4-10d 2-10d 2-10dx1.5 None
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 10' 6 1/2"N/A 13.0
1 - Uniform (PSF)0 to 11' (Front)3' 6"12.0 40.0 Residential - Living
Areas
2 - Uniform (PSF)0 to 11' (Top)8'10.0 -
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 15 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam
Bearing Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Total Accessories
1 - Trimmer - HF 3.00"3.00"1.50"124 1980/-
1030 2104/-1030 None
2 - Trimmer - HF 3.00"3.00"1.50"124 1980/-
1030 2104/-1030 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) [Group]
Member Reaction (lbs)2105 @ 1 1/2"10725 (3.00")Passed (20%)--1.0 D + 1.0 L (All Spans) [1]
Shear (lbs)1781 @ 1' 3"11660 Passed (15%)1.00 1.0 D + 1.0 L (All Spans) [1]
Pos Moment (Ft-lbs)8289 @ 8' 1 1/2"26400 Passed (31%)1.00 1.0 D + 1.0 L (All Spans) [1]
Neg Moment (Ft-lbs)-3567 @ 8' 1 1/2"20350 Passed (18%)1.00 1.0 D + 1.0 L (All Spans) [8]
Live Load Defl. (in)0.252 @ 8' 1 1/2"0.533 Passed (L/762)--1.0 D + 1.0 L (All Spans) [1]
Total Load Defl. (in)0.268 @ 8' 1 1/2"0.800 Passed (L/717)--1.0 D + 1.0 L (All Spans) [1]
System : Wall
Member Type : Header
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 16' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 3" o/c unless detailed otherwise.
•Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 16'.
•Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 16'.
•-906 lbs uplift at support 1 1/2". Strapping or other restraint may be required.
•-906 lbs uplift at support 16' 1 1/2". Strapping or other restraint may be required.
•The effects of positive or negative camber have not been accounted for when calculating deflection.
•The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
•Applicable calculations are based on NDS.
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 Floor Live
Loads Location (Side)Width (0.90)(1.00)Comments
0 - Self Weight (PLF)0 to 16' 3"N/A 16.0
1 - Uniform (PLF)0 to 16' 3"N/A -0.8 243.8/-126.8 Linked from: 3,
Support 2
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 16 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 5.50"5.50"1.50"1730 1433 609 3772 Blocking
2 - Column - HF 5.50"5.50"1.54"2681 1433 1743 5857 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)5064 @ 19' 2"18047 (5.50")Passed (28%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)2694 @ 1' 5 3/8"12053 Passed (22%)1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft-lbs)14386 @ 9' 9"29854 Passed (48%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.288 @ 9' 9"0.628 Passed (L/786)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.613 @ 9' 9"0.942 Passed (L/369)--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 19' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 6" o/c unless detailed otherwise.
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 Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 6"N/A 19.5
1 - Uniform (PSF)0 to 19' 6" (Top)8'10.0 --
2 - Uniform (PSF)0 to 19' 6" (Top)2' 6"15.0 -25.0
3 - Uniform (PLF)0 to 19' 6" (Back)N/A 40.5 147.0 -Linked from: 3,
Support 1
4 - Point (lb)19' 4 1/4" (Back)N/A 951 -1134 Linked from: 14,
Support 1
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 17 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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.
•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 11 7/8" GLB beam 5.50"Hanger¹1.50"951 1134 2085 See note ¹
2 - Column - HF 5.50"5.50"1.50"1187 1532 2719 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)1843 @ 5 1/2"4922 (1.50")Passed (37%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)2343 @ 4' 5/8"13861 Passed (17%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)3090 @ 3' 9 3/4"34332 Passed (9%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.007 @ 2' 11 1/4"0.157 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.012 @ 2' 11 1/8"0.235 Passed (L/999+)--1.0 D + 1.0 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 5' 1" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 5' 1" o/c unless detailed otherwise.
FLOOR-2, 14MEMBER REPORT PASSED
Connector: Simpson Strong-Tie Connectors
Support Model Seat Length Top Nails Face Nails Member Nails Accessories
1 - Face Mount Hanger HUC612 2.50"N/A 16-10d 6-10d None
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 5' 6"N/A 19.5
1 - Point (lb)3' 11" (Top)N/A 844 1406
2 - Uniform (PSF)0 to 5' 6" (Top)8'10.0 -
3 - Uniform (PSF)0 to 3' 11" (Top)11' 3"15.0 25.0
4 - Uniform (PSF)3' 11" to 5' 6"
(Top)4'15.0 25.0
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 18 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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.
•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"4.25"1.50"1312 770 894 2976 1 1/4" Rim Board
2 - Stud wall - HF 5.50"5.50"2.10"2158 770 2300 5228 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)4461 @ 10' 8"11694 (5.50")Passed (38%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)1888 @ 1' 5 3/8"13861 Passed (14%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Moment (Ft-lbs)6218 @ 5' 6"34332 Passed (18%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans)
Live Load Defl. (in)0.041 @ 5' 6"0.344 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
Total Load Defl. (in)0.085 @ 5' 6"0.517 Passed (L/999+)--1.0 D + 0.75 L + 0.75 S (All Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 11" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 11" o/c unless detailed otherwise.
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 Floor Live Snow
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)1 1/4" to 11'N/A 19.5
1 - Uniform (PSF)0 to 11' (Top)8'10.0 --
2 - Uniform (PSF)0 to 11' (Top)6' 6"15.0 -25.0
3 - Point (lb)10' 10 1/4" (Top)N/A 844 -1406
4 - Uniform (PSF)0 to 11' (Back)3' 6"12.0 40.0 -
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 19 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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 1.50"1.50"1.50"606 110 361 1077 None
2 - Trimmer - HF 1.50"1.50"1.50"606 110 361 1077 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)967 @ 0 3281 (1.50")Passed (29%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)796 @ 8 3/4"3502 Passed (23%)1.15 1.0 D + 1.0 S (All Spans)
Moment (Ft-lbs)1994 @ 4' 1 1/2"3438 Passed (58%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.051 @ 4' 1 1/2"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.137 @ 4' 1 1/2"0.313 Passed (L/721)--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 (5/16").
•Top Edge Bracing (Lu): Top compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 3" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-2, 16MEMBER 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 8' 3"N/A 6.4
1 - Uniform (PSF)0 to 8' 3"8"12.0 40.0 -Residential - Living
Areas
2 - Uniform (PSF)0 to 8' 3"8'10.0 --
3 - Uniform (PSF)0 to 8' 3"3' 6"15.0 -25.0
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 20 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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"469 1574 2043 Blocking
2 - Column - HF 3.00"3.00"1.50"659 2377 3036 Blocking
3 - Column - HF 3.00"3.00"1.50"615 2315 2930 Blocking
4 - Column - HF 3.00"3.00"1.50"615 2315 2930 Blocking
5 - Column - HF 3.00"3.00"1.50"659 2377 3036 Blocking
6 - Column - HF 3.00"3.00"1.50"469 1574 2043 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)3036 @ 7' 6 1/2"6563 (3.00")Passed (46%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1225 @ 6' 9 3/4"3045 Passed (40%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1689 @ 24' 11"2989 Passed (57%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.036 @ 4' 6 1/8"0.193 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.041 @ 4' 6"0.290 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 32' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 32' 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 32' 5 1/2"N/A 6.4
1 - Uniform (PSF)0 to 32' 5 1/2"
(Top)8' 5"12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 21 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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"389 1567 1956 Blocking
2 - Column - HF 3.00"3.00"1.50"544 2263 2807 Blocking
3 - Column - HF 3.00"3.00"1.57"752 2677 3429 Blocking
4 - Column - HF 3.00"3.00"1.62"769 2780 3549 Blocking
5 - Column - HF 3.00"3.00"1.50"554 1867 2421 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)3548 @ 16' 3"6563 (3.00")Passed (54%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)1444 @ 16' 11 3/4"3045 Passed (47%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)-1953 @ 16' 3"2989 Passed (65%)1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)0.042 @ 19' 3 7/16"0.193 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)0.048 @ 19' 3 9/16"0.290 Passed (L/999+)--1.0 D + 1.0 L (Alt Spans)
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Overhang deflection criteria: LL (2L/360) and TL (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 23' 10" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 23' 10" 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 23' 9 1/2"N/A 6.4
1 - Uniform (PSF)0 to 23' 9 1/2"
(Top)10'12.0 40.0 Residential - Living
Areas
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 22 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 4 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 Floor
Live Wind Seismic Total Accessories
1 - Column - HF 3.00"3.00"2.26"1390 3545 351 912/-912 6198/-912 Blocking
2 - Column - HF 3.00"3.00"2.26"1390 3545 567 1477/-1477 6979/-1477 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)4936 @ 7' 9"6563 (3.00")Passed (75%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2287 @ 6' 10 1/4"3885 Passed (59%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)4056 @ 4' 9"4492 Passed (90%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.066 @ 4' 9 11/16"0.200 Passed (L/999+)--1.0 D + 0.525 E + 0.75 L + 0.75 S (Alt
Spans)
Total Load Defl. (in)0.080 @ 4' 9 9/16"0.300 Passed (L/900)--1.0 D + 0.525 E + 0.75 L + 0.75 S (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 (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-1, 3->MEMBER 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 Wind Seismic
Loads Location (Side)Width (0.90)(1.00)(1.60)(1.60)Comments
0 - Self Weight (PLF)0 to 9' 6"N/A 8.2
1 - Uniform (PSF)0 to 9' 6" (Top)8' 5"12.0 40.0 --Residential - Living
Areas
2 - Uniform (PSF)0 to 9' 6" (Top)9' 3 1/2"12.0 40.0 --Residential - Living
Areas
3 - Uniform (PSF)0 to 9' 6" (Top)9'8.0 ---
4 - Point (lb)5' 5 1/2" (Top)N/A --918 2389 Holdown
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 23 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 4 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 Floor
Live Wind Seismic Total Accessories
1 - Column - HF 3.00"3.00"2.26"1390 3545 -351 912/-912 5847/-1263 Blocking
2 - Column - HF 3.00"3.00"2.26"1390 3545 -567 1477/-1477 6412/-2044 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)4936 @ 7' 9"6563 (3.00")Passed (75%)--1.0 D + 1.0 L (Adj Spans)
Shear (lbs)2287 @ 6' 10 1/4"3885 Passed (59%)1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft-lbs)4056 @ 4' 9"4492 Passed (90%)1.00 1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)0.066 @ 4' 9 11/16"0.200 Passed (L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (Alt
Spans)
Total Load Defl. (in)0.080 @ 4' 9 9/16"0.300 Passed (L/900)--1.0 D - 0.525 E + 0.75 L + 0.75 S (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 (2L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 9' 6" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 9' 6" o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
FLOOR-1, 3-<MEMBER 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 Wind Seismic
Loads Location (Side)Width (0.90)(1.00)(1.60)(1.60)Comments
0 - Self Weight (PLF)0 to 9' 6"N/A 8.2
1 - Uniform (PSF)0 to 9' 6" (Top)8' 5"12.0 40.0 --Residential - Living
Areas
2 - Uniform (PSF)0 to 9' 6" (Top)9' 3 1/2"12.0 40.0 --Residential - Living
Areas
3 - Uniform (PSF)0 to 9' 6" (Top)9'8.0 ---
4 - Point (lb)5' 5 1/2" (Top)N/A ---918 -2389 Holdown
Forte v5.4, Design Engine: V7.1.1.3
8/20/2018 2:29:08 PM
Page 24 of 24
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 4 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 Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Wind Seismic Total Accessories
1 - Beam - DF 3.50"3.50"1.50"735 310 1443 1986/-1986 4474/-1986 Blocking
2 - Beam - DF 3.50"3.50"1.50"127 282 255 351/-351 1015/-351 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2126 @ 2"7656 (3.50")Passed (28%)--1.0 D + 0.7 E (All Spans)
Shear (lbs)1500 @ 1' 3/4"6216 Passed (24%)1.60 1.0 D + 0.7 E (All Spans)
Moment (Ft-lbs)2255 @ 1' 8"7187 Passed (31%)1.60 1.0 D + 0.7 E (All Spans)
Live Load Defl. (in)0.079 @ 4' 8 1/2"0.333 Passed (L/999+)--1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)0.094 @ 4' 9 3/8"0.500 Passed (L/999+)--1.0 D + 0.525 E + 0.75 L + 0.75 S (All
Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 4" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 4" o/c unless detailed otherwise.
•-949 lbs uplift at support 2". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
FLOOR-1, 4->MEMBER 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 Wind Seismic
Loads Location (Side)Width (0.90)(1.00)(1.60)(1.60)Comments
0 - Self Weight (PLF)0 to 10' 4"N/A 8.2
1 - Point (lb)1' 8" (Top)N/A 12 40 1698 2337 Residential - Living
Areas
2 - Uniform (PSF)0 to 10' 4" (Top)1' 4"12.0 40.0 --
3 - Point (lb)2" (Top)N/A 600 ---
8/20/2018 4:03:15 PM
Forte v5.4, Design Engine: V7.1.1.3
Page 1 of 1
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 4 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 Length Loads to Supports (lbs)
Supports Total Available Required Dead Floor
Live Wind Seismic Total Accessories
1 - Beam - DF 3.50"3.50"1.50"735 310 -1443 1986/-1986 3031/-3429 Blocking
2 - Beam - DF 3.50"3.50"1.50"127 282 -255 351/-351 760/-606 Blocking
All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern)
Member Reaction (lbs)2126 @ 2"7656 (3.50")Passed (28%)--1.0 D - 0.7 E (All Spans)
Shear (lbs)1500 @ 1' 3/4"6216 Passed (24%)1.60 1.0 D - 0.7 E (All Spans)
Moment (Ft-lbs)2255 @ 1' 8"7187 Passed (31%)1.60 1.0 D - 0.7 E (All Spans)
Live Load Defl. (in)0.079 @ 4' 8 1/2"0.333 Passed (L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
Total Load Defl. (in)0.094 @ 4' 9 3/8"0.500 Passed (L/999+)--1.0 D - 0.525 E + 0.75 L + 0.75 S (All
Spans)
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2015
Design Methodology : ASD
•Deflection criteria: LL (L/360) and TL (L/240).
•Top Edge Bracing (Lu): Top compression edge must be braced at 10' 4" o/c unless detailed otherwise.
•Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 10' 4" o/c unless detailed otherwise.
•-949 lbs uplift at support 2". Strapping or other restraint may be required.
•Applicable calculations are based on NDS.
FLOOR-1, 4-<MEMBER 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 Wind Seismic
Loads Location (Side)Width (0.90)(1.00)(1.60)(1.60)Comments
0 - Self Weight (PLF)0 to 10' 4"N/A 8.2
1 - Point (lb)1' 8" (Top)N/A 12 40 -1698 -2337 Residential - Living
Areas
2 - Uniform (PSF)0 to 10' 4" (Top)1' 4"12.0 40.0 --
3 - Point (lb)2" (Top)N/A 600 ---
8/20/2018 4:03:02 PM
Forte v5.4, Design Engine: V7.1.1.3
Page 1 of 1
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
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
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:
Engineer:ELR
Project ID:
Printed: 20 AUG 2018, 2:27PM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
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=MS
S = Fv * S1 =0.789M1 ASCE 7-10 Eq. 11.4-2
Design Spectral Acceleration ASCE 7-10 Eq. 11.4-3S = S * 2/3 = 0.932DS MS
= 0.526 ASCE 7-10 Eq. 11.4-4S = S * 2/3D1 M1
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 =24.170 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) =0.218
0.75
sec
=
Building Period " Ta " Calculated from Approximate Method selected =0.218 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 =
0.371From 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 ) =81.40 kCs = 0.1434 from 12.8.1.1
Seismic Base Shear V = Cs * W =11.67 k
ASCE Seismic Base Shear
Licensee : ELR EngineeringLic. # : KW-06010691
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:
Engineer:ELR
Project ID:
Printed: 20 AUG 2018, 2:27PM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
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 39.43 19.63 773.81 0.6344 7.40 7.40 0.00
1 41.97 10.63 445.93 0.3656 4.27 11.67 66.64
Sum Wi =81.40 k Total Base Shear =11.67 k
Base Moment =
1,219.75 k-ftSum Wi * Hi =
190.7k-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 39.43 7.40 7.40 39.43 7.40 7.35 14.70 7.40 7.40
1 41.97 4.27 11.67 81.40 6.02 7.82 15.65 7.82 7.82
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
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: 20 AUG 2018, 9:55AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
> ASCE 7-10 wind forces
Basic Values
2
110.0
0.850
Exposure B
Exposure B
Exposure B
Exposure B
53.0
34.0
24.170
Risk Category
V : Basic Wind Speed
per ASCE 7-10 Table 1.5.1 Horizontal Dim. in North-South Direction (B or L) =
Exposure Category per ASCE 7-10 Section 26.7
h : Mean Roof height =ftKd : Directionality Factor per ASCE 7-10 Table 26.6-1
Horizontal Dim. in East-West Direction (B or L) =ft
North :East :
South :West :
Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1
North :K1 =K2 =K3 =Kzt =
East :K1 =K2 =K3 =
West :K1 =K2 =K3 =
Kzt =1.000
Kzt =1.000
User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions.
Building Period & Flexibility Category
1.000
ft
South :K1 =K2 =K3 =Kzt =1.000
Building Story Data
Level Description
hi E : XStory Ht E : XR
ft ft
R
ftft
Upper 9.0019.63 0.000 0.000
Lower 10.6310.63 0.000 0.000
Gust Factor For wind coming from direction indicated
North =
East =0.850 West =0.850
0.850 South =0.850
Enclosure
Check if Building Qualifies as "Open"
667.0 667.0 1,060.0 1,060.0
ft^2
Roof Total
1,920.0 ft^2 5,374.0 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 =0.6586 South Wall =0.6586 psf East Wall =0.6586psf West Wall =0.6586psf
When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Table 27.3-1) :
North Wall =17.342 psf South Wall =17.342 psf East Wall =17.342psf West Wall =17.342psf
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
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: 20 AUG 2018, 9:55AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
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
-0.380 -0.380 -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 -0.230 -0.230
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 0.230 0.230
-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 -2.50 ------4.5015.13' -> 19.63'---North
CASE 1 ---Level 1 -5.30 ------9.815.31' -> 15.13'---North
CASE 1 ---Level 2 2.50 ------4.5015.13' -> 19.63'---South
CASE 1 ---Level 1 5.30 ------9.815.31' -> 15.13'---South
CASE 1 ---Level 2 ----4.32 ---4.5015.13' -> 19.63'---East
CASE 1 ---Level 1 ----9.18 ---9.815.31' -> 15.13'---East
CASE 1 ---Level 2 ---4.32 ---4.5015.13' -> 19.63'---West
CASE 1 ---Level 1 ---9.18 ---9.815.31' -> 15.13'---West
CASE 2 +/- 9.6Level 2 -1.87 ---5.104.5015.13' -> 19.63'---North
CASE 2 +/- 20.3Level 1 -3.98 ---5.109.815.31' -> 15.13'---North
CASE 2 +/- 9.6Level 2 1.87 ---5.104.5015.13' -> 19.63'---South
CASE 2 +/- 20.3Level 1 3.98 ---5.109.815.31' -> 15.13'---South
CASE 2 +/- 25.7Level 2 ----3.24 ---4.5015.13' -> 19.63'7.95East
CASE 2 +/- 54.8Level 1 ----6.89 ---9.815.31' -> 15.13'7.95East
CASE 2 +/- 25.7Level 2 ---3.24 ---4.5015.13' -> 19.63'7.95West
CASE 2 +/- 54.8Level 1 ---6.89 ---9.815.31' -> 15.13'7.95West
CASE 3 ---Level 2 -1.87 -3.24 ---4.5015.13' -> 19.63'---North & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 20 AUG 2018, 9:55AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
CASE 3 ---Level 1 -3.98 -6.89 ---9.815.31' -> 15.13'---North & East
CASE 3 ---Level 2 -1.87 3.24 ---4.5015.13' -> 19.63'---North & West
CASE 3 ---Level 1 -3.98 6.89 ---9.815.31' -> 15.13'---North & West
CASE 3 ---Level 2 1.87 3.24 ---4.5015.13' -> 19.63'---South & West
CASE 3 ---Level 1 3.98 6.89 ---9.815.31' -> 15.13'---South & West
CASE 3 ---Level 2 1.87 -3.24 ---4.5015.13' -> 19.63'---South & East
CASE 3 ---Level 1 3.98 -6.89 ---9.815.31' -> 15.13'---South & East
CASE 4 +/- 26.5Level 2 -1.41 -2.43 5.104.5015.13' -> 19.63'7.95North & East
CASE 4 +/- 56.3Level 1 -2.98 -5.17 5.109.815.31' -> 15.13'7.95North & East
CASE 4 +/- 26.5Level 2 -1.41 2.43 5.104.5015.13' -> 19.63'7.95North & West
CASE 4 +/- 56.3Level 1 -2.98 5.17 5.109.815.31' -> 15.13'7.95North & West
CASE 4 +/- 26.5Level 2 1.41 2.43 5.104.5015.13' -> 19.63'7.95South & West
CASE 4 +/- 56.3Level 1 2.98 5.17 5.109.815.31' -> 15.13'7.95South & West
CASE 4 +/- 26.5Level 2 1.41 -2.43 5.104.5015.13' -> 19.63'7.95South & East
CASE 4 +/- 56.3Level 1 2.98 -5.17 5.109.815.31' -> 15.13'7.95South & East
Min per ASCE 27.4.7 ---Level 2 -2.45 ------4.5015.13' -> 19.63'---North
Min per ASCE 27.4.7 ---Level 1 -5.34 ------9.815.31' -> 15.13'---North
Min per ASCE 27.4.7 ---Level 2 2.45 ------4.5015.13' -> 19.63'---South
Min per ASCE 27.4.7 ---Level 1 5.34 ------9.815.31' -> 15.13'---South
Min per ASCE 27.4.7 ---Level 2 ----3.82 ---4.5015.13' -> 19.63'---East
Min per ASCE 27.4.7 ---Level 1 ----8.32 ---9.815.31' -> 15.13'---East
Min per ASCE 27.4.7 ---Level 2 ---3.82 ---4.5015.13' -> 19.63'---West
Min per ASCE 27.4.7 ---Level 1 ---8.32 ---9.815.31' -> 15.13'---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 -7.80 ---North
Case 1 ---North 7.80 ---South
Case 1 ---West ----13.50East
Case 1 ---East ---13.50West
Case 2 +/- 29.8South-5.85 ---North
Case 2 +/- 29.8North5.85 ---South
Case 2 +/- 80.5West----10.13East
Case 2 +/- 80.5East---10.13West
Case 3 ---South & West -5.85 -10.13North & East
Case 3 ---South & East -5.85 10.13North & West
Case 3 ---North & East 5.85 10.13South & West
Case 3 ---North & West 5.85 -10.13South & East
Case 4 +/- 82.8South & West -4.39 -7.60North & East
Case 4 +/- 82.8South & East -4.39 7.60North & West
Case 4 +/- 82.8North & East 4.39 7.60South & West
Case 4 +/- 82.8North & West 4.39 -7.60South & East
ASCE 7-10 Wind Forces, Chapter 27, Part I
Licensee : ELR EngineeringLic. # : KW-06010691
Description :> ASCE 7-10 Wind Load Determination
ELR Engineering
1915 Dayton Ave NE
Renton, WA 98056
phone: 206.200.8764
email: elreng33@gmail.com
Project Title:Engineer:ELRProject ID:
Printed: 20 AUG 2018, 9:55AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.7.31 .
Min per ASCE 27.4.7 ---South -7.79 ---North
Min per ASCE 27.4.7 ---North 7.79 ---South
Min per ASCE 27.4.7 ---West ----12.14East
Min per ASCE 27.4.7 ---East ---12.14West
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:2552-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:8/20/2018Roof 54 34 1920Pw x B x L =2.50 4.32 2.50 4.32Cs x W = 7.40 7.40 7.40Revised: n.a.8.00Description:Wind/EQ DesignRoof-1 52 34 1799Pw x B x L =5.34 8.84 5.34 8.84Cs x W = 4.27 4.27 7.82Code: 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 =7.84 13.16Cs x W = 11.67 11.67SummaryDesign base shear (ASD) >x 0.64.707.90kipsx ρ x 0.710.6210.62kipscheck: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.) 76543217.00 960 0.75 3.37 20.00 6.5028 0 127 0117.00 960 0.75 3.37 7.00 10.83 10.3327 0 120 0OK34 1920OK1.506.73E-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.) GFED15.38 584 0.74 2.05 14.5051 0 141 0C23.50 837 1.13 2.94 9.83115 0 299 0B15.13 499 0.73 1.75 10.5069 0 167 0AOK541920OK 2.59 6.73Roof-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.) 76543217.00 899.5 2.35 5.31 35.0067 0 152 0117.00 899.5 2.35 5.31 7.33 15.17105 0 236 0OK34 1799OK4.7010.62E-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.) GFED13.38 494 2.10 3.12 7.75271 0 402 0C23.50 760 3.53 4.58 9.83 18.50124 0 162 0B12.57 382 2.01 2.58 5.33 1.33 1.33251 0 322 0A2.56 163 0.26 0.35 3.0087 0 117 0OK521799OK 7.90 10.62
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 EQ6.408 9.365 12.076 15.773 24.152 36.111 W6 < EQ6.809 9.952 12.833 16.761 25.665 38.373 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ3.506 5.124 6.608 8.630 13.215 19.759 W6 < EQ2.377 3.474 4.480 5.851 8.959 13.395 W4 < EQ2.539 3.711 4.785 6.250 9.570 14.308 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ8.463 12.369 15.950 20.832 31.899 47.694 W6 < EQ5.441 7.952 10.253 13.392 20.507 30.661 W6 < EQW6 W4 W3 W2 2W3 2W2Flexible Rigid W or EQ1.874 2.739 3.532 4.613 7.063 10.561 W3 < EQ6.850 10.012 12.910 16.862 25.820 38.605 W6 < EQ1.479 2.161 2.787 3.640 5.574 8.334 W3 < EQ0.635 0.928 1.196 1.562 2.392 3.577 W6 < EQ
ELR Engineering1915 Dayton Ave NERenton, WA 98056206.200.8764elreng33@gmail.comControlling 0.6D + 0.6W 0.6D + 0.7ρEHOLDOWNSFlexible Rigid Flexible Rigid MAX v hd shear Available resisting D WIND SEISMIC0.6WIND SEISMICRoofN-S loads Grid L1 L2 L3 L4 L5 L6 Vwind(plf) Vwind(plf) Vseismic(plf) Vseismic(plf) (plf) W/E? uni. (plf) conc. (lbs) o/t T (lbs) o/t T (lbs)resist C (lbs) net o/t (lbs) net o/t (lbs)8.00876543220.00 6.5028 0 127 0 127 E 328 226 1016 1965 -1739 -94917.0010.8310.332701200120E3282139571064-851-108Grid L1 L2 L3 L4 L5 L6E-W loads HGFED14.5051 0 141 0 141 E 140 407 1130 609 -202 521C9.83115 0 299 0 299 E 305 918 2389 899 19 1490 holdownB10.5069 0 167 0 167 E 200 553 1333 630 -77 703ARoof-1N-S loads Grid L1 L2 L3 L4 L5 L69.00876543235.0067 0 152 0 152 E 466 605 1365 4888 -4283 -352217.3315.1710502360236E46694121242118-11785Grid L1 L2 L3 L4 L5 L6E-W loads HGFED7.75271 0 402 0 402 E 345 2441 3618 803 1639 2815 holdownC9.83 18.50124 0 162 0 162 E 571 1120 1454 3169 -2049 -1715B5.33 1.33 1.33251 0 322 0 322 E 353 2262 2901 564 1698 2337 holdownA3.008701170117E1507821056135647921holdown
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =738 2048
- 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 2048 lbf Seismic controls Opening 1 Adj. Factor
hwall 8.00 ft ha1 1.17 ft P1=ho1/L1= 0.56 N/A
L1 3.58 ft ho1 2.00 ft P2=ho1/L2=0.68 N/A
L2 2.92 ft hb1 4.83 ft
Lwall 14.50 ft Lo1 8.00 ft
1. Hold-down forces: H = Vhwall/Lwall 1130 lbf 6. Unit shear beside opening
315 plf
2. Unit shear above + below opening 315 plf
188 plf 2048 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =1507 lbf R1 = V1*L1 =1128 lbf
R2 = V2*L2 =920 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =830 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =677 lbf R1-F1 =298 lbf
R2-F2 =243 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =4.41 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.59 ft vc1 = (R1-F1)/L1 =83 plf
vc2 = (R2-F2)/L2 =83 plf
Holdowns (overturning)
Twind =407 lbf
Tseismic =1811 lbf
Holdowns (Dead resisting)
Uniform =140 plf
Conc. =0 lbf
Twind (net) =-202 lbf < (0.6D+0.6W)
Tseismic (net) =917 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?500 630 1130 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?1130 500 630 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?500 630 1130 lbf
Req. Sheathing Capacity 315 plf < Seismic controls W4
Req. Strap Force 830 lbf < Seismic controls CS22 applied to one side of wall above and below window x 174 inches long
Req. HD Force (net)917 lbf < Seismic controls CS20 < Input holdown here
2552-Renton-Chelan
AWC-SDPWS-2015 8/20/2018
ELR
JK Monarch
Upper story - Grid D - 14'-6"
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
Design Summary
Project Information
Code:Date:
Designer:
Client:
Project:
Wall Line:
> 0.6W > 0.7ρE
- V (lb) =1586 3580
- 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 3580 lbf Seismic controls Opening 1 Adj. Factor
hwall 9.00 ft ha1 1.00 ft P1=ho1/L1= 0.56 N/A
L1 3.58 ft ho1 2.00 ft P2=ho1/L2=0.78 N/A
L2 2.58 ft hb1 6.00 ft
Lwall 15.17 ft Lo1 9.01 ft
1. Hold-down forces: H = Vhwall/Lwall 2124 lbf 6. Unit shear beside opening
581 plf
2. Unit shear above + below opening 581 plf
303 plf 3580 lbf OK
3. Total boundary force above + below openings 7. Resistance to corner forces
First opening: O1 = va1 x (Lo1) =2734 lbf R1 = V1*L1 =2081 lbf
R2 = V2*L2 =1499 lbf
4. Corner forces
F1 = O1(L1)/(L1+L2) =1589 lbf 8. Difference corner force + resistance
F2 = O1(L2)/(L1+L2) =1145 lbf R1-F1 =492 lbf
R2-F2 =354 lbf
5. Tributary length of openings
T1 = (L1*Lo1)/(L1+L2) =5.24 ft 9. Unit shear in corner zones
T2 = (L2*Lo1)/(L1+L2) =3.77 ft vc1 = (R1-F1)/L1 =137 plf
vc2 = (R2-F2)/L2 =137 plf
Holdowns (overturning)
Twind =941 lbf
Tseismic =2124 lbf
Holdowns (Dead resisting)
Uniform =466 plf
Conc. =0 lbf
Twind (net) =-1178 lbf < (0.6D+0.6W)
Tseismic (net) =466 lbf < (0.6-0.14Sds)D+0.7ρE
Check Summary of Shear Values for One Opening
Line 1: vc1(ha1+hb1)+V1(ho1)=H?962 1162 2124 lbf
Line 2: va1(ha1+hb1)-vc1(ha1+hb1)-V1(ho1)=0?2124 962 1162 0
Line 3: vc2(ha1+hb1)+V2(ho1)=H?962 1162 2124 lbf
Req. Sheathing Capacity 581 plf < Seismic controls W2
Req. Strap Force 1589 lbf < Seismic controls CS16 applied to one side of wall above and below window x 182.04 inches long
Req. HD Force (net)466 lbf < Seismic controls NONE < Input holdown here
Design Summary
Lower story - Grid 1 - 15'-2"
Input Variables
Wall Pier Aspect Ratio
V1 = (V/L)(L1+T1)/L1 =
V2 = (V/L)(T2+L2)/L2 =
First opening: va1 = vb1 = H/(ha1+hb1) =Check V1*L1+V2*L2=V?
AWC-SDPWS-2015 8/20/2018
ELR
JK Monarch
2552-Renton-Chelan