Hastings_Library_StructCalcs_Phase2.pdf
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- Attached to
- Hastings Branch Office Expansion Phase 2
- Solicitation number
- 2026-IFB-LM-0470
- Issued by
- Los Angeles County, California
About this file
This is a structural calculations document prepared by JMC2 Civil + Structural Engineering for the Hastings Branch Library Phase 2 project located at 3325 E Orange Grove Boulevard, Pasadena, California. The calculations were performed in accordance with the 2025 California Building Code, 2024 International Building Code, and 2023 L.A. City Building Code, with design loads established per ASCE 7-22 standards. The project involves the enclosure of an existing covered outdoor space to create approximately 167 square feet of new conditioned office space, with site work including minor re-grading, construction of a new concrete landing and step, and ADA accessibility improvements. The structural design addresses multiple components including corridor and office framing, roof systems with dead loads of 10.0 to 15.0 psf and live loads of 20 to 50 psf, exterior and interior wall assemblies, RTU anchorage, handrail design, and curtain wall calculations. The calculations were dated July 21, 2026, and identified scope items referencing Phase 1 work under project number BLDNR2025-00726.
The structural analysis incorporates material specifications including 2,500 PSI concrete, Grade 60 reinforcing steel, structural steel to ASTM A992 standards, Douglas Fir lumber, and structural plywood sheathing. Seismic design parameters for the Pasadena site include a seismic design category E with SDS of 1.620 and SD1 of 1.17, while wind load calculations are based on a basic wind speed of 101 mph with exposure category C conditions. The design includes comprehensive checks for wood beams and columns using allowable stress design methods, with all elements showing adequate capacity under combined load conditions. Specific anchorage requirements are provided for the HVAC unit (Toshiba RAV-BP121AT2P-UL, weighing 81.6 lbs) and handrail systems, requiring 1/4-inch diameter lag bolts with specified penetration depths and Simpson connector hardware. The calculations document demonstrates compliance with building code requirements through detailed engineering analysis of all structural components.
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J M C 2 C I V I L + S T R U C T U R A L E N G I N E E R I N G
Corporate: 411 N. Harbor Boulevard, Suite 201, San Pedro, CA 90731
Los Angeles: T 310-241-6550 www.jmc-2.com Orange County: T 714-444-2422
STRUCTURAL CALCULATIONS
PROJECT: HASTINGS BRANCH LIBRARY JOB#: 20250049
3325 E ORANGE GROVE BLVD
PASADENA, CA 91107
CRITERIA: 2025 CALIFORNIA AND/OR LOCAL BLDG CODE LATEST EDITION
OR 2024 INTERNATIONAL AND/OR LOCAL BLDG. CODE, LATEST EDITION
OR 2023 L.A. CITY AND/OR LOCAL BLDG CODE, LATEST EDITION
MATERIALS: EXCEPT AS OTHERWISE SPECIFIED HEREIN
CONCRETE: 2,500 PSI AT 28 DAYS
CONCRETE BLOCK: GRADE N, MED. WT. UNITS, ASTM C-90
REINFORCING STEEL: (ASTM A615, GRADE 60)
STRUCTURAL STEEL: (COMPACT) (ASTM A992)
STRUCTURAL PIPE: (ASTM A-53, GRADE "B")
PLYWOOD SHEATHING: DOUGLAS FIR, STRUCTURAL 1, P.S. 2-09 or 2-10
GLUE LAM. BEAMS: 2,400 PSI (D.F. COMB. "24F")
LUMBER: GRADE MARKED D.F. PER W.C.L.B. GRDG. RULE 17
SOIL PRESSURE SEE FOUNDATION PLAN FOR COMPLETE DATA
DESIGN REFERENCES: INCLUDING CHARTS AND TABLES FROM
GENERAL DESIGN: ASCE 7-22
LUMBER & TIMBER: NATIONAL DESIGN SPECIFICATION FOR WOOD
CONSTRUCTION
STEEL: MANUAL OF STEEL CONSTRUCTION, AISC.
CONCRETE BLOCK: MSJC PUBLICATION
CONCRETE: ACI DESIGN HANDBOOK
BY: ______________________________________ DATE: _________________
5/11/20267/21/2026
SHEET:
JOB:
Date:
DESCRIPTION PAGE
INDEX 1
DESIGN LOADS 2
CORRIDOR VERTICAL KEY PLAN 3
CORRIDOR STRUCTURAL DESIGN 4
OFFICE VERTICAL KEY PLAN 5
SEISMIC LOAD ACQUISITION 6
WIND LOAD ACQUISITION 7
OFFICE STRUCTURAL DESIGN 8
RTU ANCHORAGE AND FRAMING CHECK 9
APPENDIX: ASCE HAZARDS REPORT A
20250041
CALCULATION SHEET INDEX
July-2026
Sheet:
Job:
Date:
(E) Roof
(E) wood shake roofing 6.0 psf
(E) Plywood 1.1 psf
(E) Framing 3.3 psf
(E) Insulation 0.5 psf
(E) GLB 2.5 psf
Misc. 1.6 psf
(E)Total Dead Load 15.0 psf
Live Load 20 psf
Corridor roof
Finish 3.0 psf
Plywood 2.3 psf
Framing 1.0 psf
Insulation 0.5 psf
GLB 2.5 psf
Misc. 0.7 psf
Total Dead Load 10.0 psf
Live Load 50 psf
(E) WALL (EXTERIOR) (E) WALL (INTERIOR)
(E) 1/2" Gypsum board 2.2 psf (E) 1/2" Gypsum board 2.2 psf
(E) 2x4 studs at 16" o.c. 1.0 psf (E) 2x4 studs at 16" o.c. 1.0 psf
(E) Insulation 1.0 psf (E) 1/2" Gypsum board 2.2 psf
(E) Stucco (7/8") 9.0 psf Misc. 4.6 psf
Misc. 1.8 psf Total Dead Load 10.0 psf
Total Dead Load 15.0 psf
Design Loads
2.0
(Conservative design)
3.0
(E) BM
(E
R .R
(E
R
.R
(E) RIDGE
CORRIDOR VERTICAL KEY PLAN
4'-6''
OPEN
HDR-1
R R
-1
HDR-2
NORTH
1.1
POST
REACTION
ON (E) FTG
1.1
1.2
1.3
1.5
1.4
C J-
11.6
NOT IN SCOPE [REFER
TO PHASE 1 UNDER
BLDNR2025-00726]
Wood Beam LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2026
DESCRIPTION: HDR-1
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024
Code References Governing Code : IBC 2024
Material Properties
Beam Bracing : Completely Unbraced
Allowable Stress Design
Douglas Fir-Larch No.1
1,000.0 1,000.0 1,500.0
625.0
1,700.0 620.0
180.0
675.0 31.210
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-22 / IBC 2024
6x8
Span = 4.50 ft 1 2
D(0.375) Lr(0.5)
D(0.02) Lr(0.1)
D(0.18)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 25.0 ft, ((E) ROOF) Uniform Load : D = 0.010, Lr = 0.050 ksf, Tributary Width = 2.0 ft, (New corridor roof) Uniform Load : D = 0.180 , Tributary Width = 1.0 ft, (Interior soffit+cripple wall above)
.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.559: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 2.250ft
70.00 psi=
1,247.00psi
6x8Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination +D+Lr
225.00 psi==
Section used for this span 6x8 Maximum Shear Stress Ratio 0.311 : 1
3.876 ft=
697.45psi
Maximum Deflection
<360
Ratio = 0 <240
Max Downward Transient Deflection 0.017 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.033 in Ratio = >=240 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 4.50 ft 1 0.383 0.213 0.90 1.000 1.001.00 1.00 1.48 344.0 898.5 0.95 162.01.00 34.51.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.559 0.311 1.25 1.000 1.001.00 1.00 3.00 697.4 1,247.0 1.92 225.01.00 70.01.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.488 0.272 1.25 1.000 1.001.00 1.00 2.62 609.1 1,247.0 1.68 225.01.00 61.11.00
1.1
NOT IN SCOPE [REFER
LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2026
DESCRIPTION: HDR-1
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 4.50 ft 1 0.129 0.072 1.60 1.000 1.001.00 1.00 0.89 206.4 1,595.0 0.57 288.01.00 20.71.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.0334 2.266 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 2.664 2.664 Max Upward from Load Combinations 2.664 2.664 Max Upward from Load Cases 1.350 1.350 D Only 1.314 1.314 +D+Lr 2.664 2.664 +D+0.750Lr 2.326 2.326 +0.60D 0.788 0.788 Lr Only 1.350 1.350
1.1
NOT IN SCOPE [REFER
Wood Column LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2026
DESCRIPTION: Post for HDR-1
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combinations Used : ASCE 7-22 / IBC 2024
Code References Governing Code : IBC 2024
General Information Wood Section Name 4x6Analysis Method :
7Overall Column Height ft
Allowable Stress Design
( Used for non-slender calculations ) Allow Stress Modification Factors
End Fixities Top & Bottom Pinned
Wood Species Douglas Fir-Larch Wood Grade No.1 Fb + 1,000.0
1,000.0 psi 1,500.0
625.0
180.0 675.0
31.210 psi Fv psi Fb - Ft psi Fc - Prll psi psi Density pcf
Fc - Perp E : Modulus of Elasticity . . .
1,700.0 620.0
1,700.0 620.0
Cfu : Flat Use Factor 1.0
Cf or Cv for Tension 1.30
Use Cr : Repetitive ?
Kf : Built-up columns 1.0
Exact Width 3.50 in Exact Depth 5.50 in
Area 19.250 in^2 Ix 48.526 in^4 Iy 19.651 in^4
Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn
Ct : Temperature Factor 1.0
Cf or Cv for Compression 1.10
1,700.0 Axial
Cm : Wet Use Factor 1.0
Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No
Minimum Basic
ABOUT Y-Y Axis: Luy = 7 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 7 ft, Kx = 1.0
Column Buckling Condition:
.Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 29.205 lbs * Dead Load Factor
AXIAL LOADS . . .
Reaction from HDR-1: Axial Load at 7.0 ft, D = 1.310, Lr = 1.350 k
.DESIGN SUMMARY
PASS
PASS
Max. Axial+Bending Stress Ratio = 0.1774
Location of max.above base 0.0 ft
Applied Axial 2.689 k Applied Mx 0.0 k-ft
Load Combination +D+Lr
Load Combination +0.60D
Bending & Shear Check Results
Maximum Shear Stress Ratio =
Applied Design Shear 0.0 psi 288.0Allowable Shear psi
0.0 : 1 Bending Compression Shear
Location of max.above base 7.0 ft
: 1
At maximum location values are . . .
Applied My 0.0 k-ft
Maximum SERVICE Lateral Load Reactions . .
Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc'
Maximum SERVICE Load Lateral Deflections . . .
Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 787.51 psi Other Factors for load combination : n/a
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios CDCLoad Combination Stress Ratio Location Stress Ratio Status LocationP Status
Load Combination Results
D Only 0.900 PASS PASS0.0 0.0 7.0 ft0.497 ft0.09419 +D+Lr 1.250 PASS PASS0.0 0.0 7.0 ft0.382 ft0.1774 +D+0.750Lr 1.250 PASS PASS0.0 0.0 7.0 ft0.382 ft0.1551 +0.60D 1.600 PASS PASS0.0 0.0 7.0 ft0.308 ft0.05137 k k-ft Note: Only non-zero reactions are listed.
Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments
D Only 1.339 +D+Lr 2.689
1.2
NOT IN SCOPE [REFER
Wood Column LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2026
DESCRIPTION: Post for HDR-1
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
k k-ft Note: Only non-zero reactions are listed.
Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction
@ Base @ Top @ Base@ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top My - End Moments Mx - End Moments
+D+0.750Lr 2.352 +0.60D 0.804 Lr Only 1.350
.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
D Only 0.0000 0.000 0.000ftft inin 0.000 +D+Lr 0.0000 0.000 0.000ftft inin 0.000 +D+0.750Lr 0.0000 0.000 0.000ftft inin 0.000 +0.60D 0.0000 0.000 0.000ftft inin 0.000 Lr Only 0.0000 0.000 0.000ftft inin 0.000
.Sketches
1.2
NOT IN SCOPE [REFER
(E) FOOTING CHECK W/ PMAX
New HDR reaction check on (E) footing Surcharge PMAX= 2660 lb from Enercalc
Footing Area Involved (E) distributed ω = 1,120 plf
- Assume Load Distributes @ 45° from point load ω/w= 840 psf
- Use min. depth of 30 in
A = Width x Length
= 1016 sq. in
= 7.0556 sq. ft
(E) ftg depth "d"= 30 in
Max Bearing Capacity per CBC 1806.2 qs = 1,500 psf
Tributary Length = 30 in x2+3.5 in = 63.5 in
Surcharged Point Load to psf (E) ftg width "w"= 16 in ωSURCHARGE= PMAX / A = 377 psf
377 psf + 840 psf
= 1,217 psf
Demand -Capacity Ratio
1,217 psf
1,500 psf
(E)ω+ ωSURCHARGE =
= 0.81 < 1, OK
4.4
1.3
NOT IN SCOPE [REFER
www.SSMA.com 49Complies With 2009, 2012 and 2015 IBC
10 psf Dead Load and 50 psf Live Load
Section Fy (ksi)
L/360 Live Load Deflection L/480 Live Load Deflection
Single Span Double Span Single Span Double Span
Spacing (in) on center Spacing (in) on center Spacing (in) on center Spacing (in) on center
12 16 24 12 16 24 12 16 24 12 16 24 600S162-33 33 10' 3"e 8' 11"e 7' 3"e 10' 1" 8' 5"e 6' 5"e 10' 3"e 8' 11"e 7' 3"e 10' 1" 8' 5"e 6' 5"e 600S200-33 33 10' 11"e 9' 6"e 7' 9"e 10' 5" 8' 8"e 6' 7"e 10' 11"e 9' 6"e 7' 9"e 10' 5" 8' 8"e 6' 7"e 600S162-43 33 12' 8" 11' 0"e 9' 0"e 12' 8" 11' 0" 8' 10" 11' 6" 10' 5"e 9' 0"e 12' 8" 11' 0" 8' 10" 600S200-43 33 13' 1" 11' 4"e 9' 3"e 13' 1" 11' 4" 9' 0"e 12' 1" 11' 0"e 9' 3"e 13' 1" 11' 4" 9' 0"e 600S250-43 33 13' 5"e 11' 7"e 9' 6"e 13' 5" 11' 7" 9' 2"e 12' 8" 11' 6"e 9' 6"e 13' 5" 11' 7" 9' 2"e 600S162-54 50 13' 7" 12' 4" 10' 9" 15' 3" 13' 10" 12' 0" 12' 4" 11' 2" 9' 9" 13' 10" 12' 7" 11' 0" 600S200-54 50 14' 3" 13' 0" 11' 4" 16' 0" 14' 7" 12' 2" 13' 0" 11' 9" 10' 3" 14' 7" 13' 3" 11' 7" 600S250-54 50 14' 11" 13' 7" 11' 10" 16' 9" 15' 3" 12' 6" 13' 7" 12' 4" 10' 9" 15' 3" 13' 10" 12' 1" 600S162-68 50 14' 7" 13' 3" 11' 7" 16' 4" 14' 10" 13' 0" 13' 3" 12' 0" 10' 6" 14' 10" 13' 6" 11' 9" 600S200-68 50 15' 4" 13' 11" 12' 2" 17' 2" 15' 7" 13' 8" 13' 11" 12' 8" 11' 0" 15' 7" 14' 2" 12' 5" 600S250-68 50 16' 1" 14' 7" 12' 9" 18' 0" 16' 4" 14' 4" 14' 7" 13' 3" 11' 7" 16' 4" 14' 10" 13' 0" 600S162-97 50 16' 2" 14' 8" 12' 10" 18' 1" 16' 5" 14' 4" 14' 8" 13' 4" 11' 8" 16' 5" 14' 11" 13' 1" 600S200-97 50 17' 0" 15' 5" 13' 6" 19' 1" 17' 4" 15' 2" 15' 5" 14' 0" 12' 3" 17' 4" 15' 9" 13' 9" 600S250-97 50 17' 10" 16' 3" 14' 2" 20' 0" 18' 2" 15' 11" 16' 3" 14' 9" 12' 10" 18' 2" 16' 6" 14' 5" 600S162-118 50 17' 0" 15' 6" 13' 6" 19' 1" 17' 4" 15' 2" 15' 6" 14' 1" 12' 3" 17' 4" 15' 9" 13' 9" 600S200-118 50 18' 0" 16' 4" 14' 3" 20' 2" 18' 4" 16' 0" 16' 4" 14' 10" 13' 0" 18' 4" 16' 8" 14' 7" 600S250-118 50 18' 11" 17' 2" 15' 0" 21' 3" 19' 3" 16' 10" 17' 2" 15' 7" 13' 7" 19' 3" 17' 6" 15' 4" 800S162-33 33 11' 10"e 10' 3"e 7' 11"e 9' 10"e 8' 0"e 5' 9"e 11' 10"e 10' 3"e 7' 11"e 9' 10"e 8' 0"e 5' 9"e 800S200-33 33 12' 8"e 11' 0"e 7' 11"e 10' 3"e 8' 2"e 5' 10"e 12' 8"e 11' 0"e 7' 11"e 10' 3"e 8' 2"e 5' 10"e 800S162-43 33 14' 3"e 12' 4"e 10' 1"e 13' 11" 11' 9" 9' 2"e 14' 3"e 12' 4"e 10' 1"e 13' 11" 11' 9" 9' 2"e 800S200-43 33 15' 3"e 13' 3"e 10' 10"e 15' 3" 12' 11"e 10' 0"e 15' 2"e 13' 3"e 10' 10"e 15' 3" 12' 11"e 10' 0"e 800S250-43 33 15' 8"e 13' 7"e 11' 1"e 15' 6" 13' 0"e 10' 0"e 15' 8"e 13' 7"e 11' 1"e 15' 6" 13' 0"e 10' 0"e 800S162-54 50 17' 1" 15' 6" 13' 6" 19' 1" 16' 6" 13' 5" 15' 7" 14' 1" 12' 4" 17' 5" 15' 10" 13' 5" 800S200-54 50 17' 11" 16' 3" 14' 3" 20' 1" 17' 8" 14' 5" 16' 3" 14' 9" 12' 11" 18' 3" 16' 7" 14' 5" 800S250-54 50 18' 8" 17' 0" 14' 9"e 20' 10" 18' 1" 14' 8" 17' 0" 15' 5" 13' 6" 19' 1" 17' 4" 14' 8" 800S162-68 50 18' 4" 16' 8" 14' 7" 20' 7" 18' 9" 15' 10" 16' 8" 15' 2" 13' 3" 18' 9" 17' 0" 14' 10" 800S200-68 50 19' 3" 17' 6" 15' 3" 21' 7" 19' 7" 17' 2" 17' 6" 15' 11" 13' 10" 19' 7" 17' 10" 15' 7" 800S250-68 50 20' 1" 18' 3" 15' 11" 22' 7" 20' 6" 17' 3" 18' 3" 16' 7" 14' 6" 20' 6" 18' 7" 16' 3" 800S162-97 50 20' 5" 18' 6" 16' 2" 22' 11" 20' 10" 18' 2" 18' 6" 16' 10" 14' 9" 20' 10" 18' 11" 16' 6" 800S200-97 50 21' 5" 19' 5" 17' 0" 24' 0" 21' 10" 19' 1" 19' 5" 17' 8" 15' 5" 21' 10" 19' 10" 17' 4" 800S250-97 50 22' 4" 20' 4" 17' 9" 25' 1" 22' 10" 19' 11" 20' 4" 18' 5" 16' 1" 22' 10" 20' 9" 18' 1" 800S162-118 50 21' 7" 19' 7" 17' 2" 24' 3" 22' 0" 19' 3" 19' 7" 17' 10" 15' 7" 22' 0" 20' 0" 17' 6" 800S200-118 50 22' 8" 20' 7" 18' 0" 25' 5" 23' 1" 20' 2" 20' 7" 18' 8" 16' 4" 23' 1" 21' 0" 18' 4" 800S250-118 50 23' 8" 21' 6" 18' 10" 26' 7" 24' 2" 21' 2" 21' 6" 19' 7" 17' 1" 24' 2" 22' 0" 19' 2" 1000S162-43 33 15' 10"e 13' 8"e 11' 2"e 14' 8"e 12' 2"e 9' 1"e 15' 10"e 13' 8"e 11' 2"e 14' 8"e 12' 2"e 9' 1"e 1000S200-43 33 17' 1"e 14' 9"e 12' 1"e 15' 4"e 12' 7"e 9' 4"e 17' 1"e 14' 9"e 12' 1"e 15' 4"e 12' 7"e 9' 4"e 1000S250-43 33 17' 6"e 15' 2"e 12' 5"e 15' 10"e 13' 0"e 9' 7"e 17' 6"e 15' 2"e 12' 5"e 15' 10"e 13' 0"e 9' 7"e 1000S162-54 50 20' 4" 18' 4" 15' 0"e 21' 2" 18' 2" 14' 2" 18' 6" 16' 10" 14' 7"e 20' 8" 18' 2" 14' 2" 1000S200-54 50 21' 3" 19' 3" 16' 1"e 22' 2" 18' 9" 14' 7" 19' 4" 17' 7" 15' 3"e 21' 8" 18' 9" 14' 7" 1000S250-54 50 22' 4" 20' 3" 16' 6"e 23' 1" 19' 6" 15' 1" 20' 3" 18' 5" 16' 1"e 22' 9" 19' 6" 15' 1" 1000S162-68 50 22' 1" 20' 0" 17' 5" 24' 8" 21' 8" 17' 8" 20' 1" 18' 3" 15' 11" 22' 6" 20' 5" 17' 8" 1000S200-68 50 23' 0" 20' 11" 18' 3" 25' 9" 23' 2" 18' 11" 20' 11" 19' 0" 16' 7" 23' 6" 21' 4" 18' 7" 1000S250-68 50 24' 0" 21' 9" 19' 0" 26' 11" 23' 10" 19' 5" 21' 9" 19' 9" 17' 3" 24' 5" 22' 3" 19' 5" 1000S162-97 50 24' 7" 22' 4" 19' 6" 27' 7" 25' 1" 21' 11" 22' 4" 20' 3" 17' 9" 25' 1" 22' 9" 19' 11" 1000S200-97 50 25' 8" 23' 4" 20' 4" 28' 10" 26' 2" 22' 10" 23' 4" 21' 2" 18' 6" 26' 2" 23' 9" 20' 9" 1000S250-97 50 26' 9" 24' 3" 21' 2" 30' 0" 27' 3" 23' 10" 24' 3" 22' 1" 19' 3" 27' 3" 24' 9" 21' 8" 1000S162-118 50 26' 0" 23' 8" 20' 8" 29' 3" 26' 7" 23' 2" 23' 8" 21' 6" 18' 9" 26' 7" 24' 1" 21' 1" 1000S200-118 50 27' 3" 24' 9" 21' 7" 30' 7" 27' 9" 24' 3" 24' 9" 22' 6" 19' 7" 27' 9" 25' 3" 22' 0" 1000S250-118 50 28' 4" 25' 9" 22' 6" 31' 10" 28' 11" 25' 3" 25' 9" 23' 5" 20' 5" 28' 11" 26' 3" 22' 11" "e" web stiffeners required at ends.
Web stiffeners required at interior supports for double span conditions.
See Table Notes on page 42.
Floor Joist Spans 4.5
CORRIDOR 4' RAFTER RR-1 DESIGN PER SSMA CATALOG
Allowable span 8'-11'' > 4' rafter actual span, adequate
1.4
NOT IN SCOPE [REFER
www.SSMA.com56 Copyright © 2015 by the SSMA
Header Loads
Table Notes
Boxed Header Back-to-Back Header
"e" web stiffeners required at ends.
Header Allowable Uniform Loads (PLF)
Section Yield Strength (ksi)
Span
3 (ft) 4 (ft) 5 (ft) 6 (ft) 8 (ft) 10 (ft) 12 (ft) 550S162-33 33 931.4e 698.5e 460.1e 319.5e 179.7e 115.0e 73.8e 550S162-43 33 1946.5e 1094.9e 700.8e 486.6e 273.7e 164.6e 95.3e 550S162-54 50 3484.7e 1960.1e 1254.5e 871.2e 396.8e 203.2 117.6 550S162-68 50 4782.6e 2690.2e 1721.7e 1157.8e 488.5e 250.1 144.7 600S137-33 33 850.8e 638.1e 436.5e 303.1e 170.5e 109.1e 75.8e 600S162-33 33 850.8e 638.1e 504.9e 350.6e 197.2e 126.2e 87.6e 600S200-33 33 850.8e 638.1e 510.5e 398.7e 224.2e 143.5e 99.7e 600S137-43 33 1751.1e 985.0e 630.4e 437.8e 246.3e 157.6e 103.2e 600S162-43 33 1887.6e 1205.1e 771.3e 535.6e 301.3e 192.8e 117.1e 600S200-43 33 1887.6e 1282.4e 820.7e 569.9e 320.6e 205.2e 135.7e 600S250-43 33 1887.6e 1350.7e 864.4e 600.3e 337.7e 216.1e 150.1e 600S137-54 50 3146.8e 1770.1e 1132.9e 786.7e 429.8e 220.1 127.3 600S162-54 50 3763.8e 2158.3e 1381.3e 959.3e 488.3e 250.0e 144.7 600S200-54 50 3763.8e 2281.9e 1460.4e 1014.2e 566.7e 290.1e 167.9 600S250-54 50 3763.8e 2392.7e 1531.4e 1063.4e 598.2e 329.1e 190.5 600S137-68 50 4280.5e 2407.8e 1541.0e 1070.1e 528.3e 270.5 156.5 600S162-68 50 5288.3e 2974.7e 1903.8e 1322.1e 601.7e 308.1 178.3 600S200-68 50 5880.1e 3307.5e 2116.8e 1470.0e 700.0e 358.4 207.4 600S250-68 50 5788.2e 3255.8e 2083.7e 1447.0e 806.3e 412.8e 238.9 600S137-97 50 7526.5e 4233.7e 2709.5e 1694.8e 715 366.1 211.8 600S162-97 50 8403.7e 4727.1e 3025.3e 1941.3e 819 419.3 242.7 600S200-97 50 9432.6e 5305.9e 3395.7e 2270.9e 958.0e 490.5 283.9 600S250-97 50 9898.1e 5567.7e 3563.3e 2474.5e 1109.0e 567.8 328.6 600S137-118 50 9138.7e 5140.5e 3289.9e 1987.9e 838.7 429.4 248.5 600S162-118 50 10212.8e 5744.7e 3676.6e 2287.3e 965 494.1 285.9 600S200-118 50 11620.3e 6536.4e 4183.3e 2687.4e 1133.7 580.5 335.9 600S250-118 50 12729.2e 7160.2e 4582.5e 3121.2e 1316.7e 674.2 390.1 800S137-33 33 632.0e 474.0e 379.2e 316.0e 223.2e 142.8e 99.2e 800S162-33 33 632.0e 474.0e 379.2e 316.0e 237.0e 168.1e 116.7e 800S200-33 33 632.0e 474.0e 379.2e 316.0e 237.0e 189.6e 134.5e 800S137-43 33 1401.5e 1051.2e 840.9e 584.3e 328.7e 210.3e 146.1e 800S162-43 33 1401.5e 1051.2e 840.9e 678.8e 381.8e 244.4e 169.7e 800S200-43 33 1401.5e 1051.2e 840.9e 700.8e 437.2e 279.8e 194.3e 800S250-43 33 1401.5e 1051.2e 840.9e 700.8e 459.5e 294.1e 204.2e 800S137-54 50 2788.4e 2091.3e 1518.3e 1054.4e 593.1e 379.6e 251.6e 800S162-54 50 2788.4e 2091.3e 1673.0e 1215.2e 683.6e 437.5e 283.3e 800S200-54 50 2788.4e 2091.3e 1673.0e 1384.1e 778.6e 498.3e 332.5e 800S250-54 50 2788.4e 2091.3e 1673.0e 1394.2e 815.2e 521.7e 362.3e 800S137-68 50 5627.6e 3297.6e 2110.4e 1465.6e 824.4e 527.6e 317.9e 800S162-68 50 5627.6e 3759.1e 2405.8e 1670.7e 939.8e 601.4e 357.6e 800S200-68 50 5627.6e 4220.7e 2917.3e 2025.9e 1139.6e 711.5e 411.8e 800S250-68 50 5627.6e 4220.7e 2866.9e 1990.9e 1119.9e 716.7e 467.4e 800S137-97 50 9468.1e 5325.8e 3408.5e 2367.0e 1331.5e 751.5e 434.9 800S162-97 50 10657.1e 5994.6e 3836.6e 2664.3e 1498.7e 849.0e 491.3 800S200-97 50 13297.5e 7479.8e 4787.1e 3324.4e 1870.0e 979.3e 566.7 800S250-97 50 13839.9e 7785.0e 4982.4e 3460.0e 1946.2e 1117.9e 646.9e 800S137-118 50 14157.3e 7963.5e 5096.6e 3539.3e 1732.3e 886.9 513.3 800S162-118 50 15589.2e 8768.9e 5612.1e 3897.3e 1964.0e 1005.5e 581.9 800S200-118 50 17414.8e 9795.8e 6269.3e 4353.7e 2273.2e 1163.9e 673.5 800S250-118 50 18210.1e 10243.2e 6555.6e 4552.5e 2560.8e 1332.2e 771
| 1. | Values are for unpunched members. |
| 2. | Total load deflection is limited to L/360. |
| 3. | Headers are made from two boxed or back-to-back members. |
| 4. | Allowable moment, shear, and web crippling are based on twice |
the capacity of a single member. The moment of inertia is based on twice the value of the single member.
| 5. | Web crippling check is based on 1" of bearing at end supports. |
| 6. | Members are assumed adequately braced for bending. |
| 7. | Allowable loads are for simply supported headers with uniform |
bending loads only.
8. See page 5 for additional table notes.
4.6
CORRIDOR 3.5' SPAN HDR-2 DESIGN PER SSMA CATALOG
HDR-2 demand= (10psf+50psf)x2=120 plf<698.5 plf, adequate.
1.5
NOT IN SCOPE [REFER
Notes:
– For unbraced sections, allowable moment is based on AISI S100-16 (2020) w/S2-20 Specification Section F2 & F3 with weak axis and torsional unbraced length assumed to be the listed span (completely unbraced). For mid-span braced sections, allowable moment based on Section F2 & F3 with weak axis and torsional unbraced length assumed to be one-half of the listed span (bracing at mid-span).
– Web crippling calculation based on bearing length = 1 inch.
– Web crippling and shear capacity have not been reduced for punchouts. If web punchouts occur near support members must be checked for reduced shear and web crippling in accordance with the AISI S100 Specification.
– Values are for simple span conditions.
e Web stiffeners required at support.
The technical content of this literature is effective 1/3/24 and supersedes all previous information.Pub. No. CD-ProSTUD 1/24 clarkdietrich.com Complies with IBC 2024 • AISI S100 • AISI S220
A L L O W A B L E C E I L I N G S P A N S
Deflection Limit L/240
Deflection Limit L/360
ProSTUD ® Allowable Cei l ing Spans
ProSTUD Allowable Cei l ing Spans
Section Fy (ksi)
4psf Lateral Support of Compression Flange
6psf Lateral Support of Compression Flange
Unsupported joist spacing (in) o.c.
Mid-span joist spacing (in) o.c.
Unsupported joist spacing (in) o.c.
Mid-span joist spacing (in) o.c.
12 16 24 12 16 24 12 16 24 12 16 24 162PDS125-15 50 7'-3" 6'-8" 5'-11" 7'-10" 7'-2" 6'-3" 6'-5" 5'-11" 5'-3" 6'-10" 6'-3" 5'-5" 250PDS125-15 50 8'-4" 7'-8" 6'-11" 10'-11" 9'-11" 8'-8" 7'-5" 6'-11" 6'-2" 9'-7" 8'-8" 7'-7" 362PDS125-15 50 9'-2" 8'-6" 7'-7" 12'-9" 11'-8" 10'-3" 8'-3" 7'-7" 6'-9" 11'-3" 10'-3" 8'-11" e 400PDS125-15 50 9'-5" 8'-9" 7'-10" 13'-1" 12'-0" 10'-7" e 8'-6" 7'-10" 6'-11" e 11'-7" e 10'-7" e 9'-3" e 600PDS125-15 50 10'-8" 9'-10" 8'-10" 15'-0" 13'-9" 12'-2" 9'-6" 8'-10" 7'-11" 13'-3" 12'-2" 9'-11" e 162PDS125-18 70 7'-10" 7'-3" 6'-6" 8'-4" 7'-7" 6'-8" 7'-1" 6'-6" 5'-9" 7'-4" 6'-8" 5'-10" 250PDS125-18 70 9'-0" 8'-5" 7'-7" 11'-9" 10'-8" 9'-4" 8'-2" 7'-7" 6'-9" 10'-3" 9'-4" 8'-2" 362PDS125-18 70 9'-11" 9'-2" 8'-3" 14'-1" 12'-11" 11'-6" 8'-11" 8'-3" 7'-5" 12'-6" 11'-6" 10'-2" 400PDS125-18 70 10'-2" 9'-5" 8'-6" 14'-6" 13'-4" 11'-10" 9'-2" 8'-6" 7'-8" 12'-11" 11'-10" 10'-6" 600PDS125-18 70 11'-10" 10'-11" 9'-10" 16'-10" 15'-6" 13'-10" 10'-7" 9'-10" 8'-10" 15'-0" 13'-10" 12'-3" 162PDS125-30 33 9'-4" 8'-7" 7'-8" 9'-10" 9'-0" 7'-10" 8'-3" 7'-8" 6'-10" 8'-7" 7'-10" 6'-10" 250PDS125-30 33 10'-4" 9'-7" 8'-6" 13'-8" 12'-5" 10'-10" 9'-3" 8'-6" 7'-8" 11'-11" 10'-10" 9'-6" 362PDS125-30 33 11'-3" 10'-5" 9'-4" 16'-2" 15'-0" 13'-6" 10'-1" 9'-4" 8'-5" 14'-7" 13'-6" 12'-0" 400PDS125-30 33 11'-7" 10'-9" 9'-8" 16'-8" 15'-6" 13'-11" 10'-5" 9'-8" 8'-8" 15'-0" 13'-11" 12'-5" 600PDS125-30 33 13'-1" 12'-2" 10'-11" 18'-11" 17'-6" 15'-8" 11'-9" 10'-11" 9'-10" 17'-0" 15'-8" 14'-1" 162PDS125-33 33 9'-9" 9'-0" 8'-0" 10'-4" 9'-4" 8'-2" 8'-8" 8'-0" 7'-1" 9'-0" 8'-2" 7'-2" 250PDS125-33 33 10'-9" 9'-11" 8'-10" 14'-3" 12'-11" 11'-3" 9'-7" 8'-10" 7'-11" 12'-5" 11'-3" 9'-10" 362PDS125-33 33 11'-8" 10'-9" 9'-8" 16'-8" 15'-5" 13'-11" 10'-5" 9'-8" 8'-8" 15'-0" 13'-11" 12'-6" 400PDS125-33 33 12'-0" 11'-1" 9'-11" 17'-2" 15'-11" 14'-4" 10'-9" 9'-11" 8'-11" 15'-5" 14'-4" 12'-10" 600PDS125-33 33 13'-6" 12'-6" 11'-3" 19'-6" 18'-1" 16'-3" 12'-2" 11'-3" 10'-1" 17'-6" 16'-3" 14'-7"
Section Fy (ksi)
4psf Lateral Support of Compression Flange
6psf Lateral Support of Compression Flange
Unsupported joist spacing (in) o.c.
Mid-span joist spacing (in) o.c.
Unsupported joist spacing (in) o.c.
Mid-span joist spacing (in) o.c.
12 16 24 12 16 24 12 16 24 12 16 24 162PDS125-15 50 6'-10" 6'-3" 5'-5" 6'-10" 6'-3" 5'-5" 6'-0" 5'-5" 4'-9" 6'-0" 5'-5" 4'-9" 250PDS125-15 50 8'-4" 7'-8" 6'-11" 9'-7" 8'-8" 7'-7" 7'-5" 6'-11" 6'-2" 8'-4" 7'-7" 6'-8" 362PDS125-15 50 9'-2" 8'-6" 7'-7" 12'-9" 11'-7" 10'-1" 8'-3" 7'-7" 6'-9" 11'-2" 10'-1" 8'-10" e 400PDS125-15 50 9'-5" 8'-9" 7'-10" 13'-1" 12'-0" 10'-7" e 8'-6" 7'-10" 6'-11" e 11'-7" e 10'-7" e 9'-3" e 600PDS125-15 50 10'-8" 9'-10" 8'-10" 15'-0" 13'-9" 12'-2" 9'-6" 8'-10" 7'-11" 13'-3" 12'-2" 9'-11" e 162PDS125-18 70 7'-4" 6'-8" 5'-10" 7'-4" 6'-8" 5'-10" 6'-5" 5'-10" 5'-1" 6'-5" 5'-10" 5'-1" 250PDS125-18 70 9'-0" 8'-5" 7'-7" 10'-3" 9'-4" 8'-2" 8'-2" 7'-7" 6'-9" 9'-0" 8'-2" 7'-2" 362PDS125-18 70 9'-11" 9'-2" 8'-3" 13'-9" 12'-6" 10'-11" 8'-11" 8'-3" 7'-5" 12'-0" 10'-11" 9'-6" 400PDS125-18 70 10'-2" 9'-5" 8'-6" 14'-6" 13'-4" 11'-8" 9'-2" 8'-6" 7'-8" 12'-10" 11'-8" 10'-2" 600PDS125-18 70 11'-10" 10'-11" 9'-10" 16'-10" 15'-6" 13'-10" 10'-7" 9'-10" 8'-10" 15'-0" 13'-10" 12'-3" 162PDS125-30 33 8'-7" 7'-10" 6'-10" 8'-7" 7'-10" 6'-10" 7'-6" 6'-10" 6'-0" 7'-6" 6'-10" 6'-0" 250PDS125-30 33 10'-4" 9'-7" 8'-6" 11'-11" 10'-10" 9'-6" 9'-3" 8'-6" 7'-8" 10'-5" 9'-6" 8'-3" 362PDS125-30 33 11'-3" 10'-5" 9'-4" 15'-11" 14'-6" 12'-8" 10'-1" 9'-4" 8'-5" 13'-11" 12'-8" 11'-1" 400PDS125-30 33 11'-7" 10'-9" 9'-8" 16'-8" 15'-6" 13'-9" 10'-5" 9'-8" 8'-8" 15'-0" 13'-9" 12'-0" 600PDS125-30 33 13'-1" 12'-2" 10'-11" 18'-11" 17'-6" 15'-8" 11'-9" 10'-11" 9'-10" 17'-0" 15'-8" 14'-1" 162PDS125-33 33 9'-0" 8'-2" 7'-2" 9'-0" 8'-2" 7'-2" 7'-10" 7'-2" 6'-3" 7'-10" 7'-2" 6'-3" 250PDS125-33 33 10'-9" 9'-11" 8'-10" 12'-5" 11'-3" 9'-10" 9'-7" 8'-10" 7'-11" 10'-10" 9'-10" 8'-7" 362PDS125-33 33 11'-8" 10'-9" 9'-8" 16'-6" 15'-0" 13'-2" 10'-5" 9'-8" 8'-8" 14'-5" 13'-2" 11'-6" 400PDS125-33 33 12'-0" 11'-1" 9'-11" 17'-2" 15'-11" 14'-3" 10'-9" 9'-11" 8'-11" 15'-5" 14'-3" 12'-5" 600PDS125-33 33 13'-6" 12'-6" 11'-3" 19'-6" 18'-1" 16'-3" 12'-2" 11'-3" 10'-1" 17'-6" 16'-3" 14'-7"
4.7CORRIDOR 4' CEILING JOISTS CJ-1 DESIGN PER SSMA CATALOG1.6
Allowable span 5'-11'' > 4' joist actual span, adequate
NOT IN SCOPE [REFER
5.0
OFFICE VERTICAL KEY PLAN
NORTH
(E)6x10 ROOF BEAM
ABOVE CURTAIN WALL
CHECK EXTERIOR CURTAIN
WALL HEIGHT FOR
LATERAL WIND & SEISMIC
(E) RIDGE
2.1
CHECK EXTERIOR CURTAIN
WALL TOP CONNECTION
2.2
(E
2x
R .R
4' ' o
.c
(E
2x
R .R
6' ' o
.c
(E
2x
R .R
6'
' o .c
(E
2x
R .R
6' ' o
.c
(E) HDR
(E
LI
N
T E
L
CHECK R.T.U.
ANCHORAGE
3.1
CHECK (E) R.R. W/
ADDT'L LOAD
(HALF OF RTU WT)
3.2
HANDRAIL DESIGN3.3
Date:
Component Exterior Curtain Wall
Wp = 15 psf
SDS = 1.620
ap = 1.0 Table 13.5-1 or 13.6-1
Rp = 2.5 Table 13.5-1 or 13.6-2
Ip = 1.0 ASCE 7-16, Section 13.3.1 z = 9.0 h = 13.5
Eq (13.3-1) = 0.886 x Wp = 13.29 psf
R
Eq (13.3-2) = 2.59 x Wp = 38.9 psf
Eq (13.3-3) = 0.486 x Wp = 7.3 psf
Fp = 0.4*SDSIpWp
F pMAX = 1.6SDSIpWp
FpMIN = 0.3SDSIpWp
Component Seismic Importance Factor
Height of Component Relative to Roof
Height of Roof Structure
Seismic Demands On Nonstructural Components
Weight of Component
Short Period Spectral Response Acceleration
Parameter
Component Amplification Factor
Component Response Modification Factor
20250042
July-2026
(ASCE 7-16, Chapter 13; ACI 318-14, 17.2.3.4.3d & 17.2.3.5.3c)
6.0
See next page comparison
Fp = 0.4SDSIpWp
Hf
Rμ
CAR
Rpo
Date:
Velocity Pressure, qz = .00256 Kz Kzt Kd Ke V2 [ASCE EQN. 26.10-1]
Building Height 19 ft
Building Length 99.0 ft
Building Width 60.0 ft
Exposure C [ASCE SECTION 26.7]
VBASIC 101 mph [CBC SECTION 1609.3]
VASD 78 mph [CBC EQN. 16-33]
G 0.85 [ASCE SECTION 26.11]
Cp 0.8 [ASCE FIGURE 27.3-1]
GCP 0.68
a 10 [ASCE TABLE 26.11-1] zg 900 [ASCE TABLE 26.11-1]
Kz 1 [ASCE SECTION 26.10.1]
Kzt 1 [ASCE SECTION 26.8.2]
Kd 1 [ASCE SECTION 26.6]
Ke 1 [ASCE SECTION 26.9] qz 19.69 psf [ASCE EQN. 26.10-1]
P 13.39 psf [ASCE EQN. 27.3-1]
P min= 16 psf Used for conservative design
Wind Load
7.0
Curtain wall seismic vs wind comparison:
Seismic load= 13.29 psf from next page result; Wind load= 27.93 psf > 16 psf;
Wind governs qz = 0.00256KzKztKeV 2ðlb∕ft2Þ
0.9
0.85
+1 / -1.4 p= qhKd½ðGCpÞ − ðGCpiÞ�ðlb∕ft2Þ
GCpi ±0.18
20.8
+20.86 / -27.93 www.SSMA.com 25Complies With 2009, 2012 and 2015 IBC
Curtain Wall Limiting Heights - Single Span
Table Notes
Section Fy (ksi)
Spacing
(in) oc
5 psf 15 psf 20 psf 25 psf 30 psf 35 psf 40 psf 50 psf
L/120 L/240 L/360 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
350S162-33 33 12 23' 9" 18' 10" 16' 5" 14' 8" 12' 10" 10' 10" 13' 0" 11' 8" 9' 10" 11' 8" 10' 10" 9' 2" 10' 8" 10' 2" 8' 7" 9' 10"e 9' 8"e 8' 2" 9' 2"e 9' 2"e 7' 10" 8' 3"e 8' 3"e 7' 3"e 16 21' 7" 17' 1" 14' 11" 13' 0" 11' 8" 9' 10" 11' 3" 10' 7" 8' 11" 10' 1"e 9' 10" 8' 4" 9' 2"e 9' 2"e 7' 10" 8' 6"e 8' 6"e 7' 5"e 8' 0"e 8' 0"e 7' 1"e 7' 2"e 7' 2"e 6' 7"e 24 18' 5" 14' 11" 13' 1" 10' 8" 10' 2" 8' 7" 9' 2"e 9' 2"e 7' 10" 8' 3"e 8' 3"e 7' 3"e 7' 6"e 7' 6"e 6' 10"e 7' 0"e 7' 0"e 6' 6"e 6' 6"e 6' 6"e 6' 2"e 5' 10"e 5' 10"e 5' 9"e
350S162-43 33 12 25' 10" 20' 6" 17' 11" 16' 0" 14' 0" 11' 9" 14' 6" 12' 8" 10' 8" 13' 6" 11' 9" 9' 11" 12' 6" 11' 1" 9' 4" 11' 7" 10' 6" 8' 11" 10' 10" 10' 1" 8' 6" 9' 8" 9' 4" 7' 11" 16 23' 5" 18' 7" 16' 3" 14' 6" 12' 8" 10' 8" 13' 2" 11' 6" 9' 9" 11' 10" 10' 8" 9' 0" 10' 10" 10' 1" 8' 6" 10' 0" 9' 7" 8' 1" 9' 5" 9' 2" 7' 9" 8' 5"e 8' 5"e 7' 2" 24 20' 6" 16' 3" 14' 2" 12' 6" 11' 1" 9' 4" 10' 10" 10' 1" 8' 6" 9' 8" 9' 4" 7' 11" 8' 10" 8' 10" 7' 5" 8' 2"e 8' 2"e 7' 1" 7' 8"e 7' 8"e 6' 9" 6' 10"e 6' 10"e 6' 3"e
350S162-54 50 12 27' 8" 21' 11" 19' 2" 17' 1" 15' 0" 12' 7" 15' 7" 13' 7" 11' 6" 14' 5" 12' 7" 10' 8" 13' 7" 11' 10" 10' 0" 12' 11" 11' 3" 9' 6" 12' 4" 10' 9" 9' 1" 11' 6" 10' 0" 8' 5" 16 25' 1" 19' 11" 17' 5" 15' 7" 13' 7" 11' 6" 14' 2" 12' 4" 10' 5" 13' 1" 11' 6" 9' 8" 12' 4" 10' 9" 9' 1" 11' 9" 10' 3" 8' 8" 11' 3" 9' 10" 8' 3" 10' 5" 9' 1" 7' 8" 24 21' 11" 17' 5" 15' 2" 13' 7" 11' 10" 10' 0" 12' 4" 10' 9" 9' 1" 11' 6" 10' 0" 8' 5" 10' 9" 9' 5" 7' 11" 10' 3" 8' 11" 7' 7" 9' 10" 8' 7" 7' 3" 9' 1" 7' 11" 6' 8"
350S162-68 50 12 29' 7" 23' 5" 20' 6" 18' 4" 16' 0" 13' 6" 16' 8" 14' 6" 12' 3" 15' 5" 13' 6" 11' 5" 14' 6" 12' 8" 10' 9" 13' 10" 12' 1" 10' 2" 13' 3" 11' 6" 9' 9" 12' 3" 10' 9" 9' 0" 16 26' 10" 21' 4" 18' 7" 16' 8" 14' 6" 12' 3" 15' 1" 13' 3" 11' 2" 14' 0" 12' 3" 10' 4" 13' 3" 11' 6" 9' 9" 12' 7" 11' 0" 9' 3" 12' 0" 10' 6" 8' 10" 11' 2" 9' 9" 8' 3" 24 23' 5" 18' 7" 16' 3" 14' 6" 12' 8" 10' 9" 13' 3" 11' 6" 9' 9" 12' 3" 10' 9" 9' 0" 11' 6" 10' 1" 8' 6" 11' 0" 9' 7" 8' 1" 10' 6" 9' 2" 7' 9" 9' 9" 8' 6" 7' 2"
362S137-33 33 12 23' 3" 18' 5" 16' 1" 14' 3" 12' 7" 10' 7" 12' 4" 11' 5" 9' 8" 11' 1" 10' 7" 8' 11" 10' 1" 10' 0" 8' 5" 9' 4" 9' 4" 8' 0" 8' 9"e 8' 9"e 7' 8" 7' 10"e 7' 10"e 7' 1"e 16 21' 1" 16' 9" 14' 8" 12' 4" 11' 5" 9' 8" 10' 9" 10' 5" 8' 9" 9' 7" 9' 7" 8' 2" 8' 9"e 8' 9"e 7' 8" 8' 1"e 8' 1"e 7' 3"e 7' 7"e 7' 7"e 6' 11"e 6' 9"e 6' 9"e 6' 5"e 24 17' 6" 14' 8" 12' 10" 10' 1" 10' 0" 8' 5" 8' 9"e 8' 9"e 7' 8" 7' 10"e 7' 10"e 7' 1"e 7' 2"e 7' 2"e 6' 8"e 6' 7"e 6' 7"e 6' 4"e 6' 2"e 6' 2"e 6' 1"e 5' 6"e 5' 6"e 5' 6"e
362S162-33 33 12 24' 4" 19' 4" 16' 11" 15' 1" 13' 2" 11' 1" 13' 3" 12' 0" 10' 1" 11' 11" 11' 1" 9' 5" 10' 10" 10' 6" 8' 10" 10' 0"e 9' 11"e 8' 5" 9' 5"e 9' 5"e 8' 0" 8' 5"e 8' 5"e 7' 5"e 16 22' 2" 17' 7" 15' 4" 13' 3" 12' 0" 10' 1" 11' 6" 10' 11" 9' 2" 10' 3"e 10' 1"e 8' 6" 9' 5"e 9' 5"e 8' 0" 8' 8"e 8' 8"e 7' 7"e 8' 2"e 8' 2"e 7' 3"e 7' 3"e 7' 3"e 6' 9"e 24 18' 9" 15' 4" 13' 5" 10' 10" 10' 6" 8' 10" 9' 5"e 9' 5"e 8' 0" 8' 5"e 8' 5"e 7' 5"e 7' 8"e 7' 8"e 7' 0"e 7' 1"e 7' 1"e 6' 8"e 6' 8"e 6' 8"e 6' 4"e 5' 11"e 5' 11"e 5' 11"e
362S200-33 33 12 25' 9" 20' 5" 17' 10" 15' 11" 13' 11" 11' 9" 13' 11" 12' 8" 10' 8" 12' 5" 11' 9" 9' 11" 11' 4"e 11' 1"e 9' 4" 10' 6"e 10' 6"e 8' 10" 9' 10"e 9' 10"e 8' 6"e 8' 10"e 8' 10"e 7' 10"e 16 23' 4" 18' 7" 16' 2" 13' 11" 12' 8" 10' 8" 12' 1" 11' 6" 9' 8" 10' 9"e 10' 8"e 9' 0" 9' 10"e 9' 10"e 8' 6"e 9' 1"e 9' 1"e 8' 1"e 8' 6"e 8' 6"e 7' 8"e 7' 7"e 7' 7"e 7' 2"e 24 19' 8" 16' 2" 14' 2" 11' 4"e 11' 1"e 9' 4" 9' 10"e 9' 10"e 8' 6"e 8' 10"e 8' 10"e 7' 10"e 8' 0"e 8' 0"e 7' 5"e 7' 5"e 7' 5"e 7' 0"e 7' 0"e 7' 0"e 6' 9"e 6' 3"e 6' 3"e 6' 3"e
362S137-43 33 12 25' 3" 20' 1" 17' 6" 15' 8" 13' 8" 11' 7" 14' 3" 12' 5" 10' 6" 13' 0" 11' 7" 9' 9" 11' 10" 10' 10" 9' 2" 11' 0" 10' 4" 8' 8" 10' 3" 9' 10" 8' 4" 9' 2" 9' 2" 7' 9" 16 23' 0" 18' 3" 15' 11" 14' 3" 12' 5" 10' 6" 12' 7" 11' 4" 9' 6" 11' 3" 10' 6" 8' 10" 10' 3" 9' 10" 8' 4" 9' 6" 9' 5" 7' 11" 8' 11" 8' 11" 7' 7" 7' 11" 7' 11" 7' 0" 24 20' 1" 15' 11" 13' 11" 11' 10" 10' 10" 9' 2" 10' 3" 9' 10" 8' 4" 9' 2" 9' 2" 7' 9" 8' 5" 8' 5" 7' 3" 7' 9" 7' 9" 6' 11" 7' 3"e 7' 3"e 6' 7" 6' 6"e 6' 6"e 6' 2"e
362S162-43 33 12 26' 6" 21' 0" 18' 4" 16' 5" 14' 4" 12' 1" 14' 11" 13' 0" 11' 0" 13' 10" 12' 1" 10' 2" 12' 9" 11' 5" 9' 7" 11' 10" 10' 10" 9' 1" 11' 1" 10' 4" 8' 9" 9' 11" 9' 7" 8' 1" 16 24' 1" 19' 1" 16' 8" 14' 11" 13' 0" 11' 0" 13' 7" 11' 10" 10' 0" 12' 1" 11' 0" 9' 3" 11' 1" 10' 4" 8' 9" 10' 3" 9' 10" 8' 3" 9' 7" 9' 5" 7' 11" 8' 7"e 8' 7"e 7' 4" 24 21' 0" 16' 8" 14' 7" 12' 9" 11' 5" 9' 7" 11' 1" 10' 4" 8' 9" 9' 11" 9' 7" 8' 1" 9' 0" 9' 0" 7' 7" 8' 4"e 8' 4"e 7' 3" 7' 10"e 7' 10"e 6' 11"e 7' 0"e 7' 0"e 6' 5"e
362S200-43 33 12 28' 0" 22' 3" 19' 5" 17' 4" 15' 2" 12' 9" 15' 9" 13' 9" 11' 7" 14' 8" 12' 9" 10' 9" 13' 8" 12' 0" 10' 2" 12' 8" 11' 5" 9' 8" 11' 10" 10' 11" 9' 3" 10' 7" 10' 2" 8' 7" 16 25' 5" 20' 2" 17' 8" 15' 9" 13' 9" 11' 7" 14' 4" 12' 6" 10' 7" 13' 0" 11' 7" 9' 10" 11' 10" 10' 11" 9' 3" 11' 0" 10' 5" 8' 9" 10' 3" 9' 11" 8' 4" 9' 2"e 9' 2"e 7' 9" 24 22' 3" 17' 8" 15' 5" 13' 8" 12' 0" 10' 2" 11' 10" 10' 11" 9' 3" 10' 7" 10' 2" 8' 7" 9' 8"e 9' 7"e 8' 1" 9' 0"e 9' 0"e 7' 8" 8' 5"e 8' 5"e 7' 4"e 7' 6"e 7' 6"e 6' 9"e
362S137-54 50 12 27' 1" 21' 6" 18' 9" 16' 9" 14' 8" 12' 4" 15' 3" 13' 4" 11' 3" 14' 2" 12' 4" 10' 5" 13' 4" 11' 8" 9' 10" 12' 8" 11' 1" 9' 4" 12' 1" 10' 7" 8' 11" 11' 3" 9' 10" 8' 3" 16 24' 7" 19' 6" 17' 1" 15' 3" 13' 4" 11' 3" 13' 10" 12' 1" 10' 2" 12' 10" 11' 3" 9' 6" 12' 1" 10' 7" 8' 11" 11' 6" 10' 0" 8' 6" 11' 0" 9' 7" 8' 1" 10' 2" 8' 11" 7' 6" 24 21' 6" 17' 1" 14' 11" 13' 4" 11' 8" 9' 10" 12' 1" 10' 7" 8' 11" 11' 3" 9' 10" 8' 3" 10' 7" 9' 3" 7' 9" 10' 0" 8' 9" 7' 5" 9' 7" 8' 5" 7' 1" 8' 9" 7' 9" 6' 7"
362S162-54 50 12 28' 5" 22' 6" 19' 8" 17' 7" 15' 4" 13' 0" 16' 0" 14' 0" 11' 9" 14' 10" 13' 0" 10' 11" 14' 0" 12' 2" 10' 3" 13' 3" 11' 7" 9' 9" 12' 8" 11' 1" 9' 4" 11' 9" 10' 3" 8' 8" 16 25' 10" 20' 6" 17' 11" 16' 0" 14' 0" 11' 9" 14' 6" 12' 8" 10' 8" 13' 6" 11' 9" 9' 11" 12' 8" 11' 1" 9' 4" 12' 1" 10' 6" 8' 11" 11' 6" 10' 1" 8' 6" 10' 8" 9' 4" 7' 11" 24 22' 6" 17' 11" 15' 7" 14' 0" 12' 2" 10' 3" 12' 8" 11' 1" 9' 4" 11' 9" 10' 3" 8' 8" 11' 1" 9' 8" 8' 2" 10' 6" 9' 2" 7' 9" 10' 1" 8' 10" 7' 5" 9' 4" 8' 2" 6' 11"
362S200-54 50 12 30' 0" 23' 10" 20' 10" 18' 7" 16' 3" 13' 8" 16' 11" 14' 9" 12' 5" 15' 8" 13' 8" 11' 7" 14' 9" 12' 11" 10' 10" 14' 0" 12' 3" 10' 4" 13' 5" 11' 9" 9' 11" 12' 5" 10' 10" 9' 2" 16 27' 3" 21' 8" 18' 11" 16' 11" 14' 9" 12' 5" 15' 4" 13' 5" 11' 4" 14' 3" 12' 5" 10' 6" 13' 5" 11' 9" 9' 11" 12' 9" 11' 2" 9' 5" 12' 2" 10' 8" 9' 0" 11' 4" 9' 11" 8' 4" 24 23' 10" 18' 11" 16' 6" 14' 9" 12' 11" 10' 10" 13' 5" 11' 9" 9' 11" 12' 5" 10' 10" 9' 2" 11' 9" 10' 3" 8' 8" 11' 2" 9' 9" 8' 2" 10' 8" 9' 4" 7' 10" 9' 11" 8' 8" 7' 3"
362S137-68 50 12 28' 11" 22' 11" 20' 1" 17' 11" 15' 8" 13' 2" 16' 3" 14' 3" 12' 0" 15' 1" 13' 2" 11' 2" 14' 3" 12' 5" 10' 6" 13' 6" 11' 10" 9' 11" 12' 11" 11' 4" 9' 6" 12' 0" 10' 6" 8' 10" 16 26' 3" 20' 10" 18' 3" 16' 3" 14' 3" 12' 0" 14' 10" 12' 11" 10' 11" 13' 9" 12' 0" 10' 1" 12' 11" 11' 4" 9' 6" 12' 3" 10' 9" 9' 1" 11' 9" 10' 3" 8' 8" 10' 11" 9' 6" 8' 0" 24 22' 11" 18' 3" 15' 11" 14' 3" 12' 5" 10' 6" 12' 11" 11' 4" 9' 6" 12' 0" 10' 6" 8' 10" 11' 4" 9' 10" 8' 4" 10' 9" 9' 4" 7' 11" 10' 3" 9' 0" 7' 7" 9' 6" 8' 4" 7' 0"
362S162-68 50 12 30' 4" 24' 1" 21' 1" 18' 10" 16' 5" 13' 10" 17' 1" 14' 11" 12' 7" 15' 11" 13' 10" 11' 8" 14' 11" 13' 1" 11' 0" 14' 2" 12' 5" 10' 5" 13' 7" 11' 10" 10' 0" 12' 7" 11' 0" 9' 3" 16 27' 7" 21' 11" 19' 2" 17' 1" 14' 11" 12' 7" 15' 6" 13' 7" 11' 5" 14' 5" 12' 7" 10' 8" 13' 7" 11' 10" 10' 0" 12' 11" 11' 3" 9' 6" 12' 4" 10' 9" 9' 1" 11' 5" 10' 0" 8' 5" 24 24' 1" 19' 2" 16' 9" 14' 11" 13' 1" 11' 0" 13' 7" 11' 10" 10' 0" 12' 7" 11' 0" 9' 3" 11' 10" 10' 4" 8' 9" 11' 3" 9' 10" 8' 4" 10' 9" 9' 5" 7' 11" 10' 0" 8' 9" 7' 4"
362S200-68 50 12 32' 2" 25' 6" 22' 3" 19' 11" 17' 5" 14' 8" 18' 1" 15' 10" 13' 4" 16' 10" 14' 8" 12' 5" 15' 10" 13' 10" 11' 8" 15' 0" 13' 1" 11' 1" 14' 4" 12' 7" 10' 7" 13' 4" 11' 8" 9' 10" 16 29' 2" 23' 2" 20' 3" 18' 1" 15' 10" 13' 4" 16' 5" 14' 4" 12' 1" 15' 3" 13' 4" 11' 3" 14' 4" 12' 7" 10' 7" 13' 8" 11' 11" 10' 1" 13' 1" 11' 5" 9' 7" 12' 1" 10' 7" 8' 11" 24 25' 6" 20' 3" 17' 8" 15' 10" 13' 10" 11' 8" 14' 4" 12' 7" 10' 7" 13' 4" 11' 8" 9' 10" 12' 7" 11' 0" 9' 3" 11' 11" 10' 5" 8' 9" 11' 5" 9' 11" 8' 5" 10' 7" 9' 3" 7' 10"
400S137-33 33 12 25' 1" 19' 11" 17' 5" 15' 1" 13' 7" 11' 6" 13' 1" 12' 4" 10' 5" 11' 8" 11' 6" 9' 8" 10' 8" 10' 8" 9' 1" 9' 10"e 9' 10"e 8' 8" 9' 3"e 9' 3"e 8' 3"e 8' 3"e 8' 3"e 7' 8"e 16 22' 7" 18' 1" 15' 10" 13' 1" 12' 4" 10' 5" 11' 4" 11' 3" 9' 6" 10' 1"e 10' 1"e 8' 9" 9' 3"e 9' 3"e 8' 3"e 8' 7"e 8' 7"e 7' 10"e 8' 0"e 8' 0"e 7' 6"e 7' 2"e 7' 2"e 7' 0"e 24 18' 6" 15' 10" 13' 10" 10' 8" 10' 8" 9' 1" 9' 3"e 9' 3"e 8' 3"e 8' 3"e 8' 3"e 7' 8"e 7' 6"e 7' 6"e 7' 3"e 7' 0"e 7' 0"e 6' 10"e 6' 6"e 6' 6"e 6' 6"e 5' 10"e 5' 10"e 5' 10"e
400S162-33 33 12 26' 3" 20' 10" 18' 3" 16' 2" 14' 3" 12' 0" 14' 0" 12' 11" 10' 11" 12' 7" 12' 0" 10' 1" 11' 5"e 11' 4"e 9' 6" 10' 7"e 10' 7"e 9' 1" 9' 11"e 9' 11"e 8' 8"e 8' 10"e 8' 10"e 8' 0"e 16 23' 11" 18' 11" 16' 7" 14' 0" 12' 11" 10' 11" 12' 2" 11' 9" 9' 11" 10' 10"e 10' 10"e 9' 2" 9' 11"e 9' 11"e 8' 8"e 9' 2"e 9' 2"e 8' 3"e 8' 7"e 8' 7"e 7' 10"e 7' 8"e 7' 8"e 7' 4"e 24 19' 10" 16' 7" 14' 6" 11' 5"e 11' 4"e 9' 6" 9' 11"e 9' 11"e 8' 8"e 8' 10"e 8' 10"e 8' 0"e 8' 1"e 8' 1"e 7' 7"e 7' 6"e 7' 6"e 7' 2"e 7' 0"e 7' 0"e 6' 10"e 6' 3"e 6' 3"e 6' 3"e
400S200-33 33 12 27' 9" 22' 0" 19' 3" 17' 0" 15' 0" 12' 8" 14' 9" 13' 8" 11' 6" 13' 2"e 12' 8" 10' 8" 12' 0"e 11' 11"e 10' 1" 11' 1"e 11' 1"e 9' 7"e 10' 5"e 10' 5"e 9' 2"e 9' 4"e 9' 4"e 8' 6"e 16 25' 2" 20' 0" 17' 6" 14' 9" 13' 8" 11' 6" 12' 9"e 12' 5"e 10' 5" 11' 5"e 11' 5"e 9' 8" 10' 5"e 10' 5"e 9' 2"e 9' 8"e 9' 8"e 8' 8"e 9' 0"e 9' 0"e 8' 4"e 8' 1"e 8' 1"e 7' 8"e 24 20' 10" 17' 6" 15' 3" 12' 0"e 11' 11"e 10' 1" 10' 5"e 10' 5"e 9' 2"e 9' 4"e 9' 4"e 8' 6"e 8' 6"e 8' 6"e 8' 0"e 7' 10"e 7' 10"e 7' 7"e 7' 4"e 7' 4"e 7' 3"e 6' 7"e 6' 7"e 6' 7"e
"e" web stiffeners required at ends.
1. Listed span for "Double Span" tables is the distance from either end to the center of interior support, with the stud continuous past the interior support.
2. Listed wind pressures represent calculated designed wind pressure (1.0 W based on 2009 or 0.6 W based on 2012 IBC or later ASD load combinations). For deflection calculations, listed wind pressures have been reduced by 0.70 as allowed by IBC.
The 5 psf pressure has not been reduced for deflection checks.
3. Studs must be braced against rotation and lateral movement at all supports. See typical bracing details on page 61.
4. Studs are assumed to be adequately braced at a maximum spacing of Lu to develop full allowable moment.
5. Web crippling check is based on 1" of bearing at end supports and 3" of bearing at interior support.
6. Shear and web crippling capacity at end supports have not been reduced for punchouts. Shear and web crippling capacity at interior support have been reduced for the presence of punchout adjacent to the support.
7. Combined bending and shear check at interior support is based on unreinforced web per AISI S100 (Eq. C3.3.1-1). Shear capacity and combined bending and shear check at interior support have been reduced for the presence of punchouts adjacent to support.
8. See page 5 for additional table notes.
8.0
2.1 OFFICE EXTERIOR CURTAIN WALL DESIGN PER SSMA CATALOG
Office exterior curtain wall height=9' < allowable 9'-2'';
adequate
8.1
EXTERIOR CURTAIN WALL TOP CONNECTION2.2
(E) wood beam Design fastener @ 16'' o.c.
(E) roof sht'g
(E) rafters
Wind load (ASD):
0.6 x 27.93 psf x 9'/2 x 16''/12'' = 98#
Use minimum #8 wood screw w/ capacity per NDS table 12M: 89# x 1.6 = 142.4# > 98# demand. Therefore min. #8 screw @ 16'' o.c. is adequate.
Simpson A34 @ E.S. w/ capacity 545#x(2)=1090#
HVAC UNIT
2.00 1.00 1.90 82
2.0
20250051
Design Loads
Width
(ft)
Height
(ft)
Equip.
Total wt. (lbs)
Length
(ft)
TOSHIBA
Equipment
Model
RAV-BP121AT2P-UL
July-2026
OUTDOOR UNIT STANDARD FEATURES
• Digital inverter compressor technology
• System can operate in cooling only mode with heating locked out
• Line lengths up to 164 ft
• Low-ambient cooling down to 5°F
• System diagnostics
AIRFLOW
Cooling CFM 1590 Heating CFM 1590
SOUND PRESSURE LEVEL
Cooling db(A) 48 Heating db(A) 52
ELECTRICAL
Power Supply V/Ph/Hz 208-230/1/60 Minimum Circuit Amps
(MCA)
A 14
Recommended Fuse Size A 15 Maximum Over Current Protection (MOCP)
A 25
PHYSICAL DATA
Unit Width in 30-3/4 Unit Height in 21-3/4 Unit Length in 11-3/8 Unit Weight lbs 81.6
9.0
3.1
Date:
Component
Wp = 82 lbs
SDS = 1.620
Ip = 1.0 z = 11.00 h = 13.5
Hf = 3.04
R� = 1.3
CAR = 1.4
Rpo = 1.4
X = 0.6 ft
Y = 0.92 ft b = 1.17 ft
Eq (13.3-1) = 1.514 x Wp = 124.1 lbs
Eq (13.3-2) = 2.592 x Wp = 212.5 lbs
Eq (13.3-3) = 0.486 x Wp = 39.9 lbs
= 0.324 x Wp = 26.6 lbs
Governing load combination: (0.9-0.2SDS)D+(Ω=2.0)QE
= 113.6 ft-lbs
= 27.6 ft-lbs
= 2 Anchors
= 2 Anchors
Short Period Spectral Response Acceleration
Parameter
20250051
Jul-2026
Seismic Demands On Nonstructural Components
(ASCE 7-16, Chapter 13; ACI 318-14, 17.2.3.4.3d & 17.2.3.5.3c)
RAV-BP121AT2P-UL 100% short direction
Weight of Component
Fpv = ±0.2SDSWp
Component Seismic Importance Factor
Height of Component Relative to Roof
Height of Roof Structure
Horizontal Distance from Edge of Component to
Center of Gravity
Vertical Distance from Bottom of Component to
Center of Gravity
Width of Component- X Direction
FpMAX = 1.6SDSIpWp
FpMIN = 0.3SDSIpWp lbs
Overturning Moment = Fp x Y
Resisting Moment = (0.9-0.2SDS)x Wp x X
Uplift Force = (OTM - RM) / b
Number of Anchors to resist shear
Anchorage Force
(Tension)
= Uplift Force = 37
Number of Anchors
Structure Ductility Reduction Factor
Component Resonance Ductility Factor
Component Strength
Number of Anchors
Anchorage Force
(Shear)
= Fp = 62 lbs
= 73.5 lbs
Number of Anchors to resist uplift b
Y
Fp
Fpv
Wp
C.G.
X
Date:
Component
Wp = 82 lbs
SDS = 1.620
Ip = 1.0 z = 11.00 h = 13.5
Hf = 3.04
R� = 1.3
CAR = 1.4
Rpo = 1.4
X = 1.25 ft
Y = 0.92 ft b = 2.50 ft
Eq (13.3-1) = 1.514 x Wp = 124.1 lbs
Eq (13.3-2) = 2.592 x Wp = 212.5 lbs
Eq (13.3-3) = 0.486 x Wp = 39.9 lbs
= 0.324 x Wp = 26.6 lbs
Governing load combination: (0.9-0.2SDS)D+(Ω=2.0)QE
= 113.6 ft-lbs
= 59.0 ft-lbs
= 2 Anchors
= 2 Anchors
Result: 100% short dir+ 30% long dir
Uplift = 37 lbs + 3 lbs = 40 lbs
Shear = 62 lbs + 19 lbs = 65 lbs (vector sum)
Short Period Spectral Response Acceleration
Parameter
20250051
Jul-2026
Seismic Demands On Nonstructural Components
(ASCE 7-16, Chapter 13; ACI 318-14, 17.2.3.4.3d & 17.2.3.5.3c)
RAV-BP121AT2P-UL 30% long direction
Weight of Component
FpMAX = 1.6SDSIpWp
Component Seismic Importance Factor
Height of Component Relative to Roof
Height of Roof Structure
Structure Ductility Reduction Factor
Component Resonance Ductility Factor
Component Strength
Horizontal Distance from Edge of Component to
Center of Gravity
Vertical Distance from Bottom of Component to
Center of Gravity
Width of Component- X Direction
Number of Anchors to resist uplift
FpMIN = 0.3SDSIpWp
Fpv = ±0.2SDSWp
Overturning Moment = Fp x Y
Resisting Moment = (0.9-0.2SDS)x Wp x X
Uplift Force = (OTM - RM) / b = 21.8 lbs
(ACI 318-14 17.2.3.5.3c)
Number of Anchors
Number of Anchors to resist shear
Anchorage Force
(Tension)
= 30% x Uplift Force = 3 lbs
Number of Anchors
Anchorage Force
(Shear)
= 30% x Fp = 19 lbs b
Y
Fp
Fpv
Wp
C.G.
X
9.3
CONDENSOR
UNIT
(E) R.R.
(E) R.R. CHECK
SEE
(E) SHT'G
BLK'G
DESIGN LAG BOLT
BLK'GBLK'G
DESIGN
HADRWARE
LAG BOLT DESIGN
TDEMAND = 40#, VDEMAND = 65#;
THEREFORE USE 1/4'' DIA. LAG BOLT W/ MIN. 3'' PENETRATION INTO BLK'G W/
WITHDRAWAL CAPACITY 1.6 x 225#/inch-penet x 3'' = 1080# > 40# DEMAND PER NDS table 12.2A, UPLIFT CHECK IS ADEQUATE
SHEAR CAPACITY 1.6 x 120# = 192# > 65# per NDS table 12J, SHEAR CHECK IS ADEQUATE
HARDWARE DESIGN
TDEMAND = 40#
THEREFORE USE SIMPSON A35 @ EA. END W/ CAPACITY 650# > 40# DEMAND, ADEQUATE
R.T.U. TO (E) ROOF ANCHORAGE3.1
3.2
INTERACTION CHECK : Zlateral
Z'lateral
Wwithdrawal
W'withdrawal
65# 192#
40# 1080#
= 0.38 < 1, adequate
LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2025
DESCRIPTION: (E) R.R. w/ half RTU weight
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Referenced Design Standard(s) : NDS 2024 Load Combination Set : ASCE 7-22 / IBC 2024
Code References Governing Code : IBC 2024
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
Allowable Stress Design
Douglas Fir-Larch No.2
575 31.21
Analysis Method :
Eminbend - xx ksi Wood Species :
Wood Grade :
Fb + psi psi
Fv psi
Fb -
Ft psi
Fc - Prll psi psiFc - Perp
E : Modulus of Elasticity Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-22 / IBC 2024
2x10
Span = 9.0 ft 1 2
D(0.041)D(0.01995) Lr(0.0266)
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight NOT internally calculated and added
Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 1.330 ft, ((E) ROOF LOAD) Point Load : D = 0.0410 k @ 4.50 ft, (Half of RTU weight @ center (worst case))
.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.255: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1 Location of maximum on span 4.500ft
21.06 psi=
1,237.50psi
2x10Section used for this span
Span # where maximum occurs Location of maximum on span
Span # 1=
Load Combination +D+Lr
225.00 psi==
Section used for this span 2x10 Maximum Shear Stress Ratio 0.094 : 1
8.245 ft=
316.16psi
Maximum Deflection
<360
Ratio = 0 <180
Max Downward Transient Deflection 0.025 in
Ratio = >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.051 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v
Span: 1 : Lr Only n/a Span: 1 : +D+Lr n/a
.Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
D Only 0.0 0.00 0.00.0 1.00Length = 9.0 ft 1 0.185 0.064 0.90 1.100 1.001.00 1.00 0.29 165.1 891.0 0.10 162.01.00 10.31.00 1.00+D+Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.255 0.094 1.25 1.100 1.001.00 1.00 0.56 316.2 1,237.5 0.19 225.01.00 21.11.00 1.00+D+0.750Lr 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 9.0 ft 1 0.225 0.082 1.25 1.100 1.001.00 1.00 0.50 278.4 1,237.5 0.17 225.01.00 18.41.00 1.00+0.60D 1.100 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00
9.43.2
LIC# : KW-06016641, Build:20.25.06.16 John M. Cruikshank Consultants, Inc. (c) ENERCALC, LLC 1982-2025
DESCRIPTION: (E) R.R. w/ half RTU weight
Project File: Hasting Library Calcs.ec6
Project Title:
Engineer:
Project ID:
Project Descr:
Maximum Forces & Stresses for Load Combinations
Span # Moment ValuesLoad Combination
C iCLx CCCM CF rt
Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu
1.00Length = 9.0 ft 1 0.063 0.021 1.60 1.100 1.001.00 1.00 0.18 99.0 1,584.0 0.06 288.01.00 6.21.00
LocationLoad CombinationMax. LocationLoad CombinationSpan Max.
Overall Maximum Deflections
"-" Defl in Span in Span"+" Defl +D+Lr1 0.0505 4.533 0.0000 0.000
Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS
Max Upward from all Load Conditions 0.230 0.230 Max Upward from Load Combinations 0.230 0.230 Max Upward from Load Cases 0.120 0.120 D Only 0.110 0.110 +D+Lr 0.230 0.230 +D+0.750Lr 0.200 0.200 +0.60D 0.066 0.066 Lr Only 0.120 0.120
9.5
9.3
DESIGN (N) HANDRAIL POST TO (E)
ROOF FRAMING
(E) R.R.
(N) 6x8 BLK'G
(E) SHEATHING
(N) 6x10
WOOD BEAM
(N) 2" SQ STEEL POST W/ 5"
SQ. STEEL PLATE W/ 4-1/4"Ø
x 6" LG. LAG SCREWS W/
MIN. 5'' PENETRATION
5"
1"
5"3.
5"
(2) SIMPSON 35 @
16" O.C. ALTERNATE
ON EACH SIDE
(N) SIMPSON
DTT2Z EA. SIDE
(N) 6x8 BLK'G
(2) SIMPSON 35 AT
EACH SIDE OF BLK'G
BASE PLATE LAG SCREWS DESIGN
MAXIMUM LIVE LOAD = 200 lbs MOMENT AT BASE CONNECTION = 200 lbs x 32" = 6,400 lbs.in WITHDRAWAL AT BASE PLATE SCREW = (6,400 lbs.in / 3.5 in)/2 = 915 lbs
--> USE 1/4"Ø x 6" LG. LAG SCREWS W/ MIN. 5'' PENETRATION INTO WOOD BEAM CAPACITY = 225 lbs x 5 in = 1,125 lbs > 915 lbs
UPLIFT AT POST BASE DESIGN
MOMENT AT BOTTOM OF BEAM CONNECTION = 200 lbs x 42" = 8,400 lbs.in UPLIFT FORCE = 8,400 lbs.in / 5.5 = 1,528 lbs
UPLIFT CAPACITY FOR DTT2Z-SDS2.5 (ROOF 125) = 2,145 lbs x 1.25 /1.6 = 1,675 lbs > 1,528 lbs
SHEAR CONNECTION AT (N) BLK'G TO (E) ROOF RAFTER
SHEAR FORCE = 8,400 lbs.in / 14" = 600 lbs --> USE DBL SIMPSON A35 AT EA. END OF CAPACITY = 695 lbs x 2 = 1,390 lbs > 600 lbs
3.3
ASCE Hazards Report Address:
3325 E Orange Grove Blvd Pasadena, California 91107
Standard: ASCE/SEI 7-22 Latitude: 34.158338
Risk Category: II Longitude: -118.082002
Soil Class: Default Elevation: 786.2392186537487 ft
(NAVD 88)
Wind
Results:
Wind Speed 95 Vmph
10-year MRI 66 Vmph
25-year MRI 72 Vmph
50-year MRI 76 Vmph
100-year MRI 81 Vmph
300-year MRI 89 Vmph
700-year MRI 95 Vmph
1,700-year MRI 101 Vmph
3,000-year MRI 106 Vmph
10,000-year MRI 115 Vmph
100,000-year MRI 132 Vmph
1,000,000-year MRI 150 Vmph
Data Source: ASCE/SEI 7-22, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2
Date Accessed: Mon Jul 20 2026
Page 1 of 5https://ascehazardtool.org/ Mon Jul 20 2026 https://ascehazardtool.org/
Special Wind Region -- This site is in a special wind region as shown in Fig. 26.5-1 and should be examined for unusual wind conditions. The Authority Having Jurisdiction shall, if necessary, adjust the values given in Fig. 26.5-1 to account for higher local wind speeds. Such adjustment shall be based on meteorological information and an estimate of the basic wind speed obtained in accordance with the provisions in Section 26.5.3.
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-22 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Values for 10-year MRI, 25-year MRI, 50-year MRI and 100-year MRI are Service Level wind speeds, all other wind speeds are Ultimate wind speeds.
Site is not in a hurricane-prone region as defined in ASCE/SEI…
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