REVIEWED-RESUB3 BLD2022-0750+Structural_Calculations+6.8.2023_1.55.11_PM+3597728Structural Calculations
Project: Alshaibani
Address: 7815 202nd Pl SW
Edmonds, WA
DATE: July 2021
AMINIAN & ASSOCIATES
PLLC
TEL: 206.310.2020
General Structural Notes
CODE: IRC 2018 / IBC 2018 for structural design
Lateral design per ASCE 7-16with IBC amendments
DESIGN LOADS: ROOF
FLOOR
STAIRS
WIND SPEED
WIND EXPOSURE
TOPOGRAPHIC FACTOR
SEISMIC DESIGN CATEGORY
R= 6.5 Wood Shear Wall System
Ss (USGS Haz Map)
S1 (USGS Haz Map)
SOIL
Actual
PSF
DEAD LOAD
25
PSF
LIVE LOAD (SNOW)
Actual
PSF
DEAD LOAD
40
PSF
LIVE LOAD
100
98
MPH
BASIC WIND SPEED
B
1.0
D/D2
1.3
0.5
1500 PSF ALLOWABLE ASSUMED
FOUNDATIONS: EXTEND FOOTINGS TO UNDISTURBED SOIL. CONTACT SOIL ENGINEER IF SOIL IS
EXPANSIVE OR QUESTIONABLE. BOTTOM OF EXTERIOR FOOTINGS SHALL BE 1'6" MIN. BELOW
OUTSIDE FINISHED GRADE. EXISTING FOUNDATIONS SHALL BE WITHOUT ANY LARGE CRACKS AND
SETTLEMENTS. CONTACT THE ENGINEER WHERE QUETIONABLE.
COMPACTED FILL: SHOULD CONSIST OF PREDOMINANTLY WELL -GRADED, GRANULAR SOIL, FREE
OF ORGANIC MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND
COMPACTED TO A MINIMUM OF 95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE
CONTEND DETERMINDED BY ASTM D-1557 TEST PROCEDURES.
CONCRETE: fc=2500 PSI* MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE.
MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE PREVENTED. SAW CUT CONTROL
JOINTS FOR SLAB ON GRADE ASAP AT A MAXIMUM 15SPACING.
*ASSUMING 3000 PSI WILL BE ACHIEVED WITH 51/2 SACKS for exposure. NO SPECIAL INSPECTION IS
REQUIRED.
REINFORCING STEEL: #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4
BARS MAY BE GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP CONTINIOUS BARS 50 DIA.
MINIMUM, UON. PROVIDE CORNER BARS FOR ALL WALLS (2' BEND). WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4 LAB ONE FULL MESH AT SPLICES.
CONCRETE COVER TO REBAR TO BE:
FOOTING: 3" FROM SOIL
FORMED SURFACES: 1 '/2" WEATHER FACE
3/4" INTERIOR FACE
ROOF TRUSSES: SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND IBCO STANDARD.
LOADS SHALL BE PER STRUCTURAL DRAWINS, TRUSSES CONNECTED TO INTERIOR SHEAR WALLS
SHALL BE DESIGNED FOR LATERAL SHEAR PLUSS THE GRAVITY LOADS. TRUSSES SHALL BE
CONNECTED TO EXTERIOR WALLS WITH MIN. OF A H2.5 CLIP AT EACH TRUSS.
TIMBER: BEAMS AND POSTS (4X_AND GREATER) DF-L #2 OR BETTER
STUDS HF#2 / STUD
OTHER LUMBER HF#2 OR BETTER
Glulam (24F-V4) DF (Fb= 2400 PSI)
Glulam Post Treated to refusal DF (FB= 2200pis min.)
2X TIMBER KILN DRIED. GRADES SHALL CONFORM TO 'WWPA GRADING RULES FOR WESTERN
LUMBER, LATEST EDITION." WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED.
MISCELLANEOUS CONNECTIONS TO BE SIMPSON STRONG -TIE OR APPROVED EQUAL. NAILS SHALL
BE COMMON WIRE NAILS. All FASTNERS IN CONTACT WITH PRESSURE TREATED MATERIAL SHALL BE
HOT DIPPED GALVANIZED. ALL BOLTS SHALL CONFORM TO ASTM A307. PROVIDE WASHER UNDER
THE HEAD AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. SEE STAILESS STEEL
REQUIREMENTS ON PLANS.
EXISTING LUMBER SHALL BE SOLID WITHOUT ANY DRYROT. CONTACT THE ENGINEER IF
QUESTIONABLE.
ENGINEERED LUMBER:
EACH PIECE SHALL BEAR A STAMP OF THE MANUFACTURER, GRADE, THE NER, OR ICBO REPORT
NUMBER AND THE QUALITY CONTROL AGENCY
BEAMS LAMINATED VENEER LUMBER (LVL)
Fb = 2600 PSI E = 1900 KSI Fv =285 PSI
PARALLEL STRAND LUMBER (PSL)
Fb = 2900 PSI E = 2000 KSI Fv = 290 PSI
ALL PLUS DESIGNATED PARALLAM AND SIMILAR SHALL BE OF TREATED MATERIAL RESISTANT TO
DECAY.
ENGINEERED I JOISTS:
SHALL BE FURNESHED AND INSTALLED PER MANUFACTURERS' RECOMMENDATION. ALL
NECCEASSRAY BRACING, BLOCKING STIFFERNERS ETC. SHALL BE DETAILED BY THE
MANUFACTURER.
DESIGN SHOWN ON THE DRAWINGS IS BASED ON TRUS-JOISTS, NER 200.
SHEAR WALL FRAMING: EXTERIOR WALLS TO BE SHEATHED WITH 15/32" CDX PLYWOOD, BLOCKED
SOLID. SEE SHEAR WALL SCHEDULE AS NOTED ON THE PLANS. UON, NAILS SHALL BE 8d @ 6" O.C.
AT PANEL EDGES AND 8d @ 12" O.C. FIELD TO STUDS SPACED @16" O.C. See shear wall schedule for
additional requirements.
ROOF DIAPHRAGM: APPLY'/2" CDX PLYWOOD (32/16) ON ROOF, NAIL WITH 8d @ 6" O.C. AT
SUPPORTED EDGES AND 8d @ 12" O.C. AT INTERIOR SUPPORTS, BLOCKING NOT REQ'D. LION.
FLOOR DIAPHRAGM: APPLY 3/" MIN. CDX APA RATED PLYWOOD (24/16) EXPOSURE 1 OR EXTERIOR
GLUE, GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 10d COMMON WIRE NAILS AT 6" O.C.
AT ALL SUPPORTED EDGES AND WITH 10d COMMON WIRE NAILS @ 12" OC. AT INTERIOR SUPPORTS
NAILING:
ALL NAILS SPECIFIED ON THE DRAWINGS ARE DESIGNED TO BE HOT DIP GALVENIZED COMMON OR
POWER DRIVEN NAILS. MINIMUM NAIL DIAMETER AND LENGHTH SHALL BE AS FOLLOWS:
SHEATHING NAILS: 8D 0.131 X 21/4
10D 0.148 X 21/2
FRAMING NAILS: 10D 0.148X3
16D 0.162X31/4
EPDXY ANCHOR: ALL EPDXY SHALL BE DISPENSED BY THE DUAL CARTRIDGE OR GLASS CAPSULE
METHOD TO INSURE PROPER MIXING. CLEAN OUT ALL HOLES WITH COMPRESSED AIR BEFORE
FILLING. SPECIAL INSPECTION REQUIRED PER DRAWINGS.
EXPANSION ANCORS: SHALL HAVE APPROVAL REPORT BY ICC ES FOR POST INSTALLED CONCRTE
ANCHORS AND SHALL BE INSTALLED AND INSPECTED PER THE REPORT REQUIREMNETS.
INSPECTIONS: Special inspection and/or structural observation may be required by the local jurisdiction.
NOTIFY BUILDING DEPARTMENT FOR STANDARD BUILDING DEPARTMENT INSPECTIONS AS
REQUIRED BY LOCAL ORDINANCE.
CONTRACTOR: CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND
METHODS, TECJNIQUES, SEQUENCES AND TEMPORARY BARCING FOR THE STRUCTURAL SYSTEM
AND COMPONENTS TO PERFORM THE WORK.
CONTRACTOR SHALL REPORT ANY DESCREPANCIE TO THE ENGINEER IN WRITING DURING BIDDING
PROCESS.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION; SIMILAR DETAILS SHALL
BE USED WHERE CONDITIONS ARE SIMILAR IN CHARACTER, SUBJECT TO APPROVAL BY THE
ARCHITECT OR THE ENGINEER.
ALL STRUCTURAL SYSTEMS AND COMPENENTS SHALL FOLLOW THE SUPPLIERS GUIDLINE DURING
DELIVERY, STORAGE AND ERECTION.
THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE.
PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER MANUFACTURER'S
RECOMMENDATIONS.
F O R T E W ER JOB SUMMARY REPORT
Alshaibani
Level
Member Name
Results
Current Solution
Comments
Floor: Joist
Passed
1 piece(s) 11 7/8" TJI@ 210 @ 16" OC
Floor: Drop Beam
Passed
1 piece(s) 4 x 12 DF No.2
Copy of Floor: Drop Beam option
Passed
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
Roof
Member Name
Results
Current Solution
Comments
Header 1
Passed
1 piece(s) 4 x 10 DF No.2
RB-I
Passed
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
RB-2
Passed
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
A 6/1/2023 9:38:03 PM UTC
ForteWEB 0.5
Weyerhaeuser File Name: Alshaibani
Page 1 / 7
aFORTEWEB'
Level, Floor: Joist
1 piece(s) 11 7/8" THO 210 @ 16" OC
PASSED
F
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 (Ibs)
602 @ 2 1/2"
1134 (2.25")
Passed (53%)
1.00
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
589 @ 3 1/2"
1655
Passed (36%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
2554 @ 8' 9 1/2"
3795
Passed (67%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.304 @ 8' 9 1/2"
0.343
Passed (L/677)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.396 @ 8' 9 1/2"
0.858
Passed (L/521)
1.0 D + 1.0 L (All Spans)
TJ-ProT" Rating
42
40
Passed
• Deflection criteria: LL (L/600) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down.
• Additional considerations for the TJ-ProT" Rating include: None.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Stud wall - SPF
3.50"
2.25"
1.75"
141
469
610
1 1/4" Rim Board
2 - Stud wall - SPF
3.50"
2.25"
1.75"
141
469
610
1 1/4" Rim Board
• Kim uoara is assumea m carry an ioaas appueo aireaiy aoove a, Dypassmg me memoer Deing aesigneo.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 6" o/c
Bottom Edge (Lu)
17' 5" o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Vertical Load
Location
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 17' 7"
16"
12.0
40.0
Default Load
Member Notes
J-1
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Paget/7
aFORTEWEB'
Level, Floor: Drop Beam
1 piece(s) 4 x 12 DF No.2
PASSED
■
I
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
3583 @ 2"
7656 (3.50")
Passed (47%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2421 @ 1' 2 3/4"
4725
Passed (51%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
6209 @ 3' 9 1/2"
6091
Passed (102%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.064 @ 3' 9 1/2"
0.242
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.088 @ T 9 1/2"
0.363
Passed (L/984)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Im Available Required
Loads to Supports (Ibs)
Accessories
Dead
Floor Live
Factored
1 - Column - DF 3.50"
3.50"
F 1.64"
1005
2578
3583
Blocking
2 - Column - DF 3.50"
3.50"
1 1.64"
1005
2578
3583
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana the ruu ioaa is appuea to the memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6" o/c
Bottom Edge (Lu)
7' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 7' 7"
N/A
10.0
1 - Uniform (PSF)
0 to 7' 7" (Front)
17'
15.0
40.0
Default Load
Member Notes
Crawl Beam
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM UTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Page 3/7
aFORTEWEB'
MEMBER REPORT
Level, Copy of Floor: Drop Beam option
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
OvErall Length: 3'
0
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 (Ibs)
3939 @ 2"
7656 (3.50")
Passed (51%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
2945 @ 1' 1"
6428
Passed (46%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
7809 @ 4' 3 1/2"
13057
Passed (60%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.157 @ 4' 3 1/2"
0.275
Passed (L/631)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.218 @ 4' 3 1/2"
0.412
Passed (L/453)
1.0 D + 1.0 L (All Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Factored
1 - Column - OF
3.50"
3.50"
1.80"
1107
2833
3939
Blocking
2 - Column - OF
3.50"
3.50"
1.80"
1107
2833
3939
Blocking
• blocking Panels are assumed to carry no loads applied directly above them and the tull load Is applied to the member bung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 7" o/c
Bottom Edge (Lu)
8' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Comments
0 - Self Weight (PLF)
0 to 8' 7"
N/A
10.4
--
1 - Uniform (PSF)
0 to 8' 7" (Front)
16' 6"
15.0
40.0
Default Load
Member Notes
Crawl Beam Option
PASSED
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM LTC
ForteWEB v3.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Page 4 / 7
aFORTEWEB'
Roof, Header 1
1 piece(s) 4 x 10 DF No.2
PASSED
IV
0
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 (Ibs)
2463 @ 2"
5206 (3.50")
Passed (47%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
1668 @ 1' 3/4"
4468
Passed (37%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
3653 @ 3' 3 1/2"
5166
Passed (71%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.046 @ 3' 3 1/2"
0.313
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.070 @ 3' 3 1/2"
0.417
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDS.
Bearing Length
Supports Available Required
Loads to Supports (Ibs)
Accessories
Dead
Snow
Factored
1 - Stud wall - SPF 3.50"
3.50"
F 1.66"
817
1646
2463
Blocking
2 - Stud wall - SPF 3.50"
3.50"
1 1.66"
817
1646
2463
Blocking
• 151ocKing Panels are assumea to carry no ioaas appuea airectiy aoove mem ana me ruu ioaa is appuea to me memoer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 7" o/c
Bottom Edge (Lu)
6' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 7"
N/A
8.2
1 - Uniform (PSF)
0 to 6' 7" (Front)
20'
12.0
25.0
Default Load
Member Notes
Header 1
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
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 -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Page 5/7
aFORTEWEB'
Roof, RB-1
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
PASSED
0
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 (Ibs)
4345 @ 2"
5206 (3.50")
Passed (83%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3532 @ 1' 1"
7393
Passed (48%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
9443 @ T 3"
15016
Passed (63%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.100 @ 3' 3"
0.313
Passed (L/748)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.149 @ 3' 3"
0.417
Passed (L/503)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
2.92"
1432
2912
4345
Blocking
2 - Stud wall - SPF
3.50"
3.50"
2.89"
1416
2879
4295
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull load Is applied to the member bung designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' 7" o/c
Bottom Edge (Lu)
6' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 6' 7"
N/A
10.4
1 - Uniform (PSF)
0 to 6' 7" (Front)
20'
12.0
25.0
Default Load
2 - Point (lb)
3' 3" (Front)
N/A
1200
2500
Member Notes
Beam support girder truss
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Page 6/7
aFORTEWEB'
Roof, RB-2
1 piece(s) 3 1/2" x 9 1/2" 2.0E Parallam@ PSL
PASSED
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 (Ibs)
4432 @ 2"
5206 (3.50")
Passed (85%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3620 @ 1' 1"
7393
Passed (49%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
11333 @ 4' 3"
15016
Passed (75%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.195 @ 4' 3"
0.412
Passed (L/508)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.293 @ 4' 3"
0.550
Passed (L/338)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
2.98"
1479
2954
4432
Blocking
2 - Stud wall - SPF
3.50"
3.50"
2.96"
1470
2938
4408
Blocking
• Blocking Panels are assumed to carry no loads appuea airectly aoove them and the tuii load is appuea to the memoer wing designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
8' 7" o/c
Bottom Edge (Lu)
8' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 8' 7"
N/A
10.4
1 - Uniform (PSF)
0 to 8' 7" (Front)
20'
12.0
25.0
Default Load
2 - Point (lb)
4' 3" (Front)
N/A
800
1600
Member Notes
Beam support girder truss
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties
related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is
responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at
Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Kaveh Aminian
Aminian and Associates pllc
(206) 310-2020
aminian@comcast.net
6/1/2023 9:38:03 PM UTC
ForteWEB 0.5, Engine: V8.2.5.1, Data: V8.1.3.6
Weyerhaeuser File Name: Alshaibani
Page 7/7
AMINIAN AND ASSOCIATES
206.3102020
JOB: Alshaibani By:
Lateral
Load Corn bination (ASD) 0.6D + 0.7E
Seismic ASCE 7-16 Section 12.8 ELF
Ss= 1.3 Fa=
Si= 0.5 Fv=
Sds=(2/3)Fa*Ss= 1.05
R(Wood Shear wall) 6.5
1 1
Cs= SDS/R/1= 0.16
V=pcs W= 8.0
Seismic Weights(PSF)
Snow 20%>30
Roof(walls included)
Floor(walls included)
Seismic Load Distribution
Date
0.6D + 0.7E(+/- )0.14pE
11-Jul Page:
1.2
1.5
Sd1=(2/3)*Fv*S1= 0.50
20
25
p= 1
Level
Area(S.F.)
W(K)
h(ft)
Wh
pV.(wh/EWh)(K)
0.7E
R
2500
50
12.5
625
8.0
5.6
0
0
0
0
0
0.0
0.0
E 50
V2 0.0
625 8.0
5.6
AMINIAN AND ASSOCIATES
206.3102020
JOB: Alshaibani
Project Scope:
Client:
Address:
Code:
Loads:
Live Loads
Dead Loads
Lateral
By: KA
New Single Family
Alshaibani
7815 202 nd PI SW Edmond
I BC 2018
Snow 25 psf
Floor 40 psf
Deck 60 psf
Snow 25 psf
Roof 12 psf
Floor 15 psf
ASCE 7-16
Risk Category= II
Winds Speed: 98 MPH
Load Combination(ASD)
Seismic Ss = 1.3
Fa= 1.2 Fv=
Load Combination
Date: 7/2021
Light roof
Typical finish
1= 1
Exposure: B
0.6D + 0.6W
S1 = 0.5 SDC: D
1.5 ASCE 11.4
0.6D + 0.7pE
0.6D(+/-)1.4 Sds +0.7pE
Soil
Bearing: 1500 psf Assumed
Page: 1
7/12/2021 U.S. Seismic Design Maps
�GNEF s
U®o
CauFOa
Alshaibani
7815 202nd PI SW, Edmonds, WA 98026, USA
Latitude, Longitude: 47.8159491,-122.3395945
Healthy Gardens Q
Landscape & Design
Inc Fixao®
QUnited Av Services
202nd PI
SW
J
rn
m
�
D
D
CAD
Google
0
203rd St SW
Date
7/12/2021, 9:53:56 AM
Design Code Reference Document
ASCE7-16
Risk Category
II
Site Class
D - Default (See Section 11.4.3)
Type Value
Description
Ss 1.292
MCER ground motion. (for 0.2 second period)
St 0.456
MCER ground motion. (for 1.0s period)
SMs 1.55
Site -modified spectral acceleration value
SM1 null -See Section 11.4.8
Site -modified spectral acceleration value
SDS 1.034
Numeric seismic design value at 0.2 second SA
SD1 null -See Section 11.4.8
Numeric seismic design value at 1.0 second SA
Type Value
SDC null -See Section 11.4.8
Fa
1.2
F,
null -See Section 11.4.8
PGA
0.551
FPGA
1.2
PGAM
0.662
TL
6
SsRT
1.292
SsUH
1.423
SsD
2.455
S1RT
0.456
S1UH
0.509
S 1 D
1.023
PGAd
0.866
CRS
0.908
OSHPD
201 st St SW
Description
Seismic design category
Site amplification factor at 0.2 second
Site amplification factor at 1.0 second
MCEG peak ground acceleration
Site amplification factor at PGA
Site modified peak ground acceleration
Long -period transition period in seconds
Probabilistic risk -targeted ground motion. (0.2 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration
Factored deterministic acceleration value. (0.2 second)
Probabilistic risk -targeted ground motion. (1.0 second)
Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration.
Factored deterministic acceleration value. (1.0 second)
Factored deterministic acceleration value. (Peak Ground Acceleration)
Mapped value of the risk coefficient at short periods
202nd St SW
Map data 02021
https://seismicmaps.org 1/3
7/12/2021
U.S. Seismic Design Maps
DISCLAIMER
While the information presented on this website is believed to be correct, S.E.A.O.C. /OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from
this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
https://seismicmaps.org 3/3
7/12/2021
U.S. Seismic Design Maps
Type Value Description
CRC 0.895 Mapped value of the risk coefficient at a period of 1 s
https://seismicmaps.org 2/3
AMINIAN AND ASSOCIATES
206.3102020
JOB: Alshaibani By: KA Date: Page:
LATERAL
Load Comnination(ASD) 0.6 D + 0.6W
Wind Method: ASCE7-16 Chapter 28.4 Method 2
V Basic Speed 98 MPH 1= 1
Exposure B
Kzt 0 1
Roof Slope 4.5:12
Roof Mean Height : 13 5.2 (0.4x h)
Eave Height: 9 �s
Min.Horz Plan Dimension: 40 4 (0.1x Width)
2a 6' 6' Min
T, wX=
Prsessures(Table 28.5-1)
Zone A 22
Zone C 14.6
Zone B 0
Zone D 0
Min. 16 PSF
Zone E -19.1
Zone F -13.3
Zone G -13.3 VRoof mmm—�
Zone H -10.1
Min. 8 PSF Vfloor 2
Vfloor 1
Perp. to Ridge N-S
Hroof Hwall Zone D+B Zone B Zone C +A Zone A Total Min
VRoof
V Floor 2
V Floor 1
I
8
4.5
601
6
60
6
4342
8160
0 0 0
4.5 60 6
0
0
4341.6
8683
4320
12480
Parallel to Ridge E-W
Hroof Hwall
VRoof
V Floor 2
V Floor 1
I
Zone D+B Zone B Zone C+A Zone A Total Min
8
4.5
01
0
40
6
3028
2880
0 0 0
4.5 40 6
0
0
400
3028
2880
5760
JOB: Alshaibani
Shear Walls
AMINIAN AND ASSOCIATES
206.3102020
By: KA
Date:
########
Seismic Governs E/W directions
Wind Governs N/S
Levels
0.7E
0.6W(N/S)
0.6W(E/W)
Roof
5.6 k
7.5 k
3.5k
end
0
0
0
Upper Floor
Narrow Wall Reduction Values <2:1 Aspect Ratio SDWS 4.3.4.3
N-S
E-W
0.7 E=VR= 5.6 Vr = 5.6/40= 0.140 k/ft
Line 0
E(K)
2.8
W(PLF)
350
L(Ft)=
14
10
8 Total= 32
ve=E/L
88
88 SW1
vw= E/L
T=C= vmax.L.h/L
-608 #
Holdown N/A
Line 0
E(K)
2.8
W(PLF)
350
L(Ft)
3.5
6.75
3.5 Min Segment(Ft)= 3.5
ve=E/L
204 PLF
262 Adjusted SW2
vw= W/L
T=C= vmax.L.h/L
1744 #
Holdown STHD 14
0.6W=VR=
Line A
E(K)
L(Ft)
ve=E/L
vw= W/L
T=C= vmax.L.h/L
8 h(Ft)
7.5 Vr = 7.5/60= 0.125 k/ft
3.75 W(PLF) 100
38 Min Segment(Ft)= 38
99 SW1
-1012 # Holdown N/A
h(Ft)
h(Ft)
Page:
X1
E
li
AMINIAN AND ASSOCIATES
206.3102020
Line B
E(K) 3.75 W(PLF) 100
L(Ft) 17 4 4 Min Segment(Ft)= 4 h(Ft) 9
ve=E/L 150 PLF SW1
vw= W/L
T=C= vmax.L.h/L 1150 # Holdown N/A There are other
walls
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in
----------------I
17'-2"
9'-2"
--
26'-4"
6•-8"
15'-2" _p'
12._4"
CV
FOUNDATION PLAN
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�IIIHEIR RBI T HEIR HDR BEAM 1 I I I I I II
II I I I I I I I I I I I I l l l l I HDR I 4X4 _ NOTE
11 I I I I I 1 I I I 1 1 I I I I I 1 I 1 HEADERS LESS THAN 4' SPAN: 4X8
HEADERS MORE THAN 4' SPAN: 4X,O
'PSF+aw
11 1 1 1 1 I 1 I I I I 1 I 1 I 1 I 1 1 1 1 I 1
4X o
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II I I I I I I I I I HDR, ( I I I I
11 I I I 1 1 I I I 1 I I 1 I I 1 1 1 1 1 1 1
BEAM I I I I I I I I I I I I I I HDR—t-°--i HDR f I—°1—HDR
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ROOF FRAMING PLAN
•
me
on
SHEAR WALL TABLE
Type
Material
Nailing
PL Nailing
PI Nailing
Anchor
Top
Bottom
Bolts
SW 1(1)
7/16" OSB or
8d @ 6"
LTP4 at 20"
16d @ 8"
5/8" dia @
'/2" Plywd
48"
SW2
7/16" OSB or
8d @ 3"
LTP4 at 10"
16d @ 5"
5/8" dia @
'/2" Plywd
32"
Specific notes;
(1) All exterior shear walls not called out to be SW1
(2) Framing members, end studs, and plates to be min. 3x with nails
staggered
(3) 2-2x studs may be used in lieu of 3x with 16d at 24" staggered
Notes apply to the entire Shear Wall table:
• Intermediate framing member's nailing to be 12" o.c.
• Nails(Common): 8d=0.131 "dia x2.5" 10d= 0.148" dia xY
16d= 0.162" dia x3.5"
• Block all panel edges with min. 2x blocking.
• Apply nailing to all studs, top and bottom plates and blocking
• Framing to be 16" o.c.
• Fasteners shall be driven flush with surface of sheathing nail and
staggered at joints.
• Anchor bolts to be embedded min. of 7" in concrete and to be located not
more than 12" and not less than 4" from end of the wall(min. 2 A.B. per
wall). Provide a hot dip galvanized 3 x3 x0.229" washer at each A.B; max
'/2" from plate edge.. The hole in the plate washer may be diagonally
slotted 13/16" x 1 3/4" provided a standard cut washer is placed between
the plate washer and nut. Use 4.5"x 3" x0.229" at 2 sided walls
• Nails shall not be spaced less than 3/8" from edge of sheathing
• Pony walls to be constructed as walls above
HOLDOWN TABLE
Number
Type
Fastener to Studs
Anchor Bolts
1
STHD14 (or HDU2)
22-10d(6-1/4 x2.5
5/8" Dia. With mi.
STHD14RJ with
SIDS)
1.75" edge dist.
floor joists
2-2x studs
w/ 10" embed in CIP
concrete
Notes:
• Locate Holdown on each side of the shear wall
• Stitch studs at each end with 10d Common at 6" staggered
• Number of strap nailing is to above and below stud; not rim.
• Refer to Manufacturer's catalog for proper installation
• Minimum concrete strength is 2500 psi