2025-01644 Award Construction Contract and Supplemental Agreement for the North Sacramento-Hagginwood Library Renovation (NSHLR) Project: (C15000850) [Published for 10-Day Review 09/23/2025] Part 2 — Sacramento City Council, October 7, 2025 (part 1 of 4)

Project Address:

Permit Number:

Firm 1: Phone:

Email:

Firm 2: Phone:

Email:

Instruction to the approved agency/agencies:

1. Provide daily field reports of special inspections to the City's on-site building inspector and to the registered design professional in responsible charge.

2. A copy of all required test reports shall be submitted to the City's on-site building inspector and to the registered design professional in responsible charge.

3. Upon completion of the special inspections and testing work, provide the City's on-site building inspector a final report documenting required special inspections and tests, and correction of any discrepancies noted in the inspections or tests prior to the start of work by the owner or the owner's authorized agent.

4. Special inspection of off site fabricated items is required per CBC §1704.2.5 The City of Sacramento does not have any approved fabricators.

Special Inspection Form
2022 CBC Adopted Codes
Effective January 1, 2023
Prior to issuance of a permit, the applicant shall complete Part I of this form. Part II and Part III shall be completed by the project registered design professional (RDP) and the Community Development Department as a part of the plan review process. Before permit issuance, all parties must sign this agreement. Please note that failure to comply with special inspection and testing requirements could be expensive in terms of retrofit design and construction as well as delays in the project.

Part I - Statement of Special Inspection
City Approved Testing/ Inspection Agencies (Form CDD-230) CDD-0197 Revised 01-23-2023
COM-2310004
Registered Design Professional (RDP) in Responsible Charge:

Name: License:

Phone: Email:

Signature: Date:

Owner or Owner’s Authorized Agent:

Name:

Phone: Email:

Signature: Date:

Building Official’s Acceptance:

Plan Reviewer:

This plan has been developed with the understanding that the Building Official will:
• Review and approve the qualifications of the approved agencies who will perform the inspections and tests. • Monitor special inspection activities on the job site to assure that the approved agencies are qualified • Review submitted inspection and test reports.
• Perform inspections as required by CBC 110.3 and the local building code. and are performing their duties as called for in this Statement of Special Inspection.

Part II - Special Inspection and Testing Agreement
Where special inspections or tests are required by Section 1705, the registered design professional in responsible charge shall prepare a statement of special inspections in accordance with Section 1704.3, which shall be submitted to the Building Official for approval prior to issuance of the building permit. The approved agency/agencies shall be employed by the owner, or owner’s authorized agent, other than the contractor.

The approved agency/agencies named above have been authorized to perform the special inspection and testing services designated in this agreement and in accordance with the California Building Code (CBC) requirements, and to report all activities to the Building Official and other parties as listed. It is understood that special inspections are required in addition to the normal inspections performed by the Building Official (Section 110).

The undersigned hereby affirms, under penalty of law, that the special inspection program is in accordance with the requirements of the CBC and the City of Sacramento. The undersigned has used all reasonable diligence in completing this form and to the best of their knowledge the information contained herein is true and complete.

The undersigned hereby certifies under the penalty of perjury under the laws of the State of California that the foregoing is true and correct.

CDD-0197 Revised 01-23-2023 Page 2 of 4
Mickey Kellogg 5851S (916) 924-7024 [email protected] 05/08/2023 Ezra Roati 916-808-5877 [email protected] 05/08/2023 COM-2310004
By:

City of Sacramento Plan Review

APPROVED
Leticia Valenzuela on Sep 27, 2023 STRUCTURAL
This set of plans and specifications must be
kept on the job at all times and it is unlawful to
make any changes or alterations from the
same without written permission from the
Building Inspection Division.

The approval of this plan and specification
SHALL NOT be held to permit or approve the
violation of any City Ordinance or State Law.

By:

ISSUED BY
Community Development Department
Jason Hone on Oct 05, 2023
Part III - Schedule of Special Inspections
Req'd C P Notes Agency RDP Notes
Per AISC 360 SW
Per AISC 360 HSB
Per SDI QA/QC SW
X
Per Table 1705.2.3
SW,HSB
SW,HSB
X RC
SW
X RC
X RC
X RC
X RC
X RC
X PPC
X RC
X PC
X RC
X RC
X RC
X PC
X RC
Per TMS 402/602 SM
Per TMS 402/602 SM
Per TMS 402/602 SM
Per TMS 402/602 SM
X SWC
X SWC
X Per Table 1705.5.3 MT
X MT
X MT
Notes: "C" denotes continuous special inspection; "P" denotes periodic special inspection. If not identified in the table below the RDP must check the appropriate box for periodic or continuous inspections. Refer to City of Sacramento form CDD-0230 for a list of approved agencies. Approved agency(ies) selected on p. 1 must be approved for inspection and testing services listed in "Agency" column below.
§1705.2.1 High-strength bolting
§1705.4 Masonry Construction
§1705.3 Concrete Construction (Per Table 1705.3)
§1705.2 Steel Construction
§1705.5 Wood Construction
Level 3
Post-installed anchors in Masonry
§1705.5.1 High load diaphragms
a. Adhesive anchors resisting sustained
tension loads
b. Mechanical/Adhesive anchors not
defined in item a.

Post-installed anchors (other than above)
Inspection/Testing Item
§1705.2.1 Structural steel welding
§1705.2.2 Cold-formed steel deck
§1705.2.3 Open-web steel joists and joist
girders
Prestressed concrete
Precast concrete
Precast concrete diaphragm connections
and reinforcing at joints
Precast concrete diaphragm joint tolerances
Post-tensioned concrete strength prior to
stressing of tendons
Formwork
Level 1
Level 2
Please refer to Chapter 17 of the California Building Code for detailed tasks for each inspection heading below.

Required inspection tasks are to be identified in the left-most column labelled "Req'd". All applicable boxes must be checked for approval.

Verify curing temperatures & techniques
§1705.2.4 Cold-formed steel trusses
spanning 60 feet or greater
Reinforcement/Tendons, Verify Placement
Welding of Reinforcing (§1705.3.1)
Cast in place anchors
Post-installed anchors (sustained tension)
Verify use of required design mix
Material tests (§1705.3.2)
Concrete/shotcrete placement
§1705.5.2 Metal-plate-connected wood
trusses spanning ≥60ft
§1705.5.3 Mass timber construction
CDD-0197 Revised 01-23-2023 Page 3 of 4
✔ ✔
✔ ✔
COM-2310004
Part III - Schedule of Special Inspections
Req'd C P Notes Agency RDP Notes
X S
X S
X DF
Per AISC 360 SW, HSB
Per Table 1705.3.1 RC
X DF
Per Table 1705.3.1 RC
X DF

SW, HSB
X SW

X SW, HSB
X >8ft in height SW, HSB

X SW, HSB
Describe the lateral force resisting system(s) and designated lateral systems subject to special inspections per 1705.13 & 1705.14. Include a description for the lateral force resisting system in both orthogonal directions:
§1705.1.1 Others Special Cases, §1704.2.5 Fabricated Items, §1705.15-1705.20 Non-structural Items §1705.6 Soils
Table 1705.6
Table 1705.7 Driven Deep Foundations
§1705.7 Driven Deep Foundations, §1705.8 Cast-in-place Deep Foundations, §1705.9 Helical Pile Foundations Table 1705.8 Cast-in-Place Deep Fdtn's
List/Describe all special cases, prefabricates items and/or non-structural items requiring special inspections:

Steel Elements (item 5)
Concrete elements (item 6)
Concrete elements (item 3)
Fill Placement (Table 1705.6, item 4)
Inspection/Testing Item
§1705.9 Helical Pile Foundations
§1705.13 Special Inspections for Seismic Resistance
§1705.13.9 Cold-formed steel special bolted
moment frames
§1705.13.1 Structural steel
§1705.13.2 Structural wood
§1705.13.3 Cold-formed steel light-frame
construction
§1705.13.7 Steel Storage Racks
CDD-0197 Revised 01-23-2023 Page 4 of 4
Simpson hardware, holdowns, wall-ties, and straps for out-of-plane anchorage.

COM-2310004
North Sacramento Library - ASCE 7/41
Structural Calculations
Sacramento, California
ZFA Project Number: 22689
Permit Submittal
Prepared For:

PBK
Folsom, California
Prepared By:

Miguel Arismendi-Pardi, Designer
Dudley Mei, PE, Senior Engineer
Mickey Kellogg, SE, Principal-in-Charge
Sacramento, California
May 2, 2023
7801 folsom blvd | suite 204 | sacramento ca 95826 | 916 924 7024 zfa.com 1 MICKEY C.

KELLOGG
No. 5851

STRUCTURAL
R
R

EENI GNE

L NA ROFESS IO

P DERETSI GE ST
A

ATE OF CA LI FOR N I
COM-2310004
By:

City of Sacramento Plan Review

The approval of this plan and specification
SHALL NOT be held to permit or approve the
violation of any City Ordinance or State Law.

By:

ISSUED BY
Community Development Department
Jason Hone on Oct 05, 2023
Job #22689
TOC
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7

TABLE OF CONTENTS
Description Page
Structural Narrative 3
ASCE 7 Design Criteria 4
Flat Weights 6
Wall Weights 8
Glulam Retrofit 11
Mechanical Anchorage 77
Truss Analysis 85
ASCE 41 Design Criteria 149
Out-of-Plane Anchorage 152
COM-2310004
Job #22689
Structural Narrative
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7

STRUCTURAL NARRATIVE
The project consist of glulam strengthening with the option of steel or LVL plates underneath the girders, mechanical anchorage, and a truss analysis and strengthening using ASCE 7. The out-of-plane anchorages that would connect the trusses and the ceiling joists to the CMU wall are provided using the ASCE 41.

COM-2310004
Job #22689
Design Criteria
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7

DETAILED DESIGN CRITERIA

BUILDING CODE

BUILDING SYSTEM DESCRIPTION
0 ft2
19800 ft2
19800 ft2

14.5 ft
0 :12
Mat Foundation
Diaphragm System: Plywood Sheathing
Gravity System:

Floor Area:
1 Foundation System:

SEOR STAMP
Governing Code:

Authority Having Jurisdiction:

Local Codes or Amendments:
2022 California Building Code
City of Sacramento
N/A
Public Building
Wood Bearing Walls
Footprint:

Roof Area:

Building Use:

No. Stories:

Mean Building Height:

Roof Pitch:

SEISMIC DESIGN PARAMETERS
Section 12.6

38.6038 -121.4632 deg
Table 1.5-1
Table 1.5-1

13.1.3 Table 20.3-1

0.541 USGS

0.247 USGS
Table 11.4-1
Table 11.4-2

0.493 11.4-3

0.347 11.4-4
Seismic Design Category: Section 11.6
Table 12.2-1
Table 12.2-1

12.3.4 12.3.4
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1

0.149 Section 12.8.2

0.149 Section 12.8.2
8 USGS

0.329 Section 12.8 or 12.14

0.230 Section 12.8 or 12.14

0.329 Section 12.8 or 12.14

0.230 Section 12.8 or 12.14
Horizontal: Table 12.3-1
Vertical: Table 12.3-2
IP = 1.00 Importance Factor, Nonstructural Components
Mapped spectral response acceleration parameter
Fv =
Site coefficient
Site coefficient

2.00 1.25
Structural Irregularities
SD1 = Design spectral response acceleration parameter
R(N-S) =
g
D
Deflection amplification factor, E-W
Plywood Sheathing
Ωo(N-S) =
R(E-W) =
ρ(N-S) =

2.00 1.0

1.25 1.50

1.4 IE = 1.00 Importance Factor, Seismic
g
II Public Building
Analysis Procedure Used: EQ (Equiv. Lat. Force, 12.8)
Per Geotech Report, Site Class D otherwise
SS =
ASCE 7-16 Reference
UNO:

Latitude: deg Longitude:

Risk Category:

SDS = Design spectral response acceleration parameter
Fa =
g
g
Mapped spectral response acceleration parameter

2.1 Soil Site Class = D (by default)
Response modification coefficient, N-S
Redundancy factor, N-S
Ωo(E-W) =
Overstrength factor, N-S
Cd(E-W) =

1.50 S1 =

11. Ordinary plain masonry shear walls
Redundancy factor, E-W
Overstrength factor, E-W
sec
sec
Approximate Fundamental Period, N-S
Approximate Fundamental Period, E-W
Long Period Transistion Period
Diaphragm= Flexible Diaphragm
Cd(N-S) =
None
Building System, N-S:

Building System, E-W:

A. BEARING WALL SYSTEMS
A. BEARING WALL SYSTEMS

11. Ordinary plain masonry shear walls
ρ(E-W) = 1.0
Deflection amplification factor, N-S
Response modification coefficient, E-W
None
T(N-S) =
T(E-W) =
TL =
V(N-S) (ULT) =
V(N-S) (ASD) =
V(E-W) (ULT) =
V(E-W) (ASD) =
*W
*W
*W
*W
Base Shear, N-S, LRFD
Base Shear, N-S, ASD
Base Shear, E-W, LRFD
Base Shear,E-W, LRFD
sec
19800 ft2
19800 ft2
19800 ft2

14.5 ft
0 :12
Mean Building Height:

Roof Pitch:

Footprint:

Roof Area:

No. Stories:

Floor Area:
1 MICKEY C.

KELLOGG
No. 5851

STRUCTURAL
R
R

EENI GNE

L NA ROFESS IO

P DERETSI GE ST
A

ATE OF CA LI FOR N I
COM-2310004
Job #22689
Design Criteria
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7

DETAILED DESIGN CRITERIA

SEISMIC DESIGN PARAMETERS
Section 12.6

38.6038 -121.4632 deg
Table 1.5-1
Table 1.5-1

13.1.3 Table 20.3-1

0.541 USGS

0.247 USGS
Table 11.4-1
Table 11.4-2

0.493 11.4-3

0.347 11.4-4
Seismic Design Category: Section 11.6
Table 12.2-1
Table 12.2-1

12.3.4 12.3.4
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1
Table 12.2-1

0.149 Section 12.8.2

0.149 Section 12.8.2
8 USGS

0.329 Section 12.8 or 12.14

0.230 Section 12.8 or 12.14

0.329 Section 12.8 or 12.14

0.230 Section 12.8 or 12.14
Horizontal: Table 12.3-1
Vertical: Table 12.3-2

WIND DESIGN PARAMETERS
Wind Method Used: Chapter 27
Basic Wind Speed = 94 Figure 26.5-1A,B or C
Exposure Category: 26.7.3

26.8 0.85 Table 26.6-1
IP = 1.00 Importance Factor, Nonstructural Components
Kd = Buildings Directionality Factor
Mapped spectral response acceleration parameter
Fv =
Site coefficient
Site coefficient

2.00 1.25
Structural Irregularities
B Urban, Suburban, Wooded
SD1 = Design spectral response acceleration parameter
R(N-S) =
g
D
Deflection amplification factor, E-W
Plywood Sheathing
Ωo(N-S) =
R(E-W) =
ρ(N-S) =

2.00 1.0

1.25 1.50

1.4 IE = 1.00 Importance Factor, Seismic
g
II Public Building
Analysis Procedure Used: EQ (Equiv. Lat. Force, 12.8)
Per Geotech Report, Site Class D otherwise
SS =
ASCE 7-16 Reference
UNO:

Latitude: deg Longitude:

Risk Category:

SDS = Design spectral response acceleration parameter
Fa =
g
g
Mapped spectral response acceleration parameter

2.1 Soil Site Class = D (by default)
Response modification coefficient, N-S
Redundancy factor, N-S
Ωo(E-W) =
Overstrength factor, N-S
Cd(E-W) =
Directional Procedure

1.50 S1 =

Building System, E-W:

A. BEARING WALL SYSTEMS
A. BEARING WALL SYSTEMS

11. Ordinary plain masonry shear walls
ρ(E-W) = 1.0
Deflection amplification factor, N-S
Response modification coefficient, E-W
Ultimate Design Wind Speed (3 second gust)
None
MPH
Kzt = 1.00
T(N-S) =
T(E-W) =
TL =
V(N-S) (ULT) =
V(N-S) (ASD) =
V(E-W) (ULT) =
V(E-W) (ASD) =
*W
*W
*W
*W
Base Shear, N-S, LRFD
Base Shear, N-S, ASD
Base Shear, E-W, LRFD
Base Shear,E-W, LRFD
sec
Topographic Factor

WIND DESIGN PARAMETERS
Wind Method Used: Chapter 27
Basic Wind Speed = 94 Figure 26.5-1A,B or C
Exposure Category: 26.7.3

26.8 Kd = 0.85 Buildings Directionality Factor Table 26.6-1 B Urban, Suburban, Wooded
Directional Procedure
MPH Ultimate Design Wind Speed (3 second gust)
Kzt = 1.00 Topographic Factor

MATERIAL STRENGTH AND SPECIFICATIONS
STEEL CONNECTORS:
65 ksi
58 ksi
120 ksi
36 ksi
58 ksi
36 ksi
58 ksi
70 ksi
2000 psi
2000 psi
1800 psi
135 pcf
ASTM A108
High Strength Bolts, fu =
Shear stud connectors, fu =
Mortar, f'm =
Unit Weight =
ASTM C270, Type S
ASTM C90, Normal Weight
ASTM C90
Machine Bolts, fu =
CMU, f'm =
ASTM A307
ASTM A325
ASTM F1554, Grade 36 or ASTM A307
Anchor Bolts, fu = ASTM F1554, Grade 36 or ASTM A307
Anchor Bolts, fy = ASTM F1554, Grade 36 or ASTM A307
Threaded Rods, fy = ASTM F1554, Grade 36 or ASTM A307
Weld, FEXX = Weld Strength
MASONRY:

Threaded Rods, fu =
Cementitious grout, f'm =
1200 psi
1350 psi
1000 psi
900 psi
900 psi
2400 psi
2000 psi
2900 psi
2600 psi
1700 psi

DEFLECTION & VIBRATION DESIGN CRITERIA
Design Design Code Min Design Code Min
Roof Framing L/240 L/180 L/180 L/240 L/240
Floor Framing L/360 L/240 L/240 - -
Wall Framing - - - L/120 L/120
2x Studs, Fb =
2x Joists & Rafters, Fb =
4x Posts & Beams, Fb =
Douglas Fir #2
Douglas Fir #1
Douglas Fir #2
6x Beam, Fb = Douglas Fir #1
6x Posts, Fb = Douglas Fir #1
WOOD CONSTRUCTION:

Sheathing
Connections
Glued-Laminated Beam (GLB), Fb =
Code Min
L/240
Exterior GLB, Fb =
Parallel Strand Lumber (PSL), Fb =
PS1 / PS2
Simpson Strong-Tie
-
LIVE DEAD + LIVE 0.6 WIND
Laminated Veneer Lumber (LVL), Fb =
Laminated Strand Lumber (LSL), Fb =
24F-V4 (DF/DF) simple span, 24F-V8 (DF/DF) continuous span 20F-V12 (AC/AC) simple span, 20F-V13 (AC/AC) continuous span Grade 2.0E
Grade 1.9E
Grade 1.3E
L/360
Flexible
Finish
Ceiling
-
COM-2310004
Job #22689
Flat Weights
Engineer: MAAP
4/18/2023
North Sacramento Library - ASCE 7/41

GRAVITY / SEISMIC FLAT WEIGHT TAKEOFF (PSF)

SMALL TRUSS ROOF
CBC Live Load Category: [Table 1607.1]
Slope: 0.00:12 Balcony?: No
Thickness
(in) Sloped Deck Joists Girders Columns Model Seismic Model Seismic Roofing: 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Sheathing: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Insulation: 4 0.8 0.8 0.8 0.8 0.8 0.8 0.8
Insulation: 6 1.2 1.2 1.2 1.2 1.2 1.2 1.2
Framing: 0.0 0.0 0.0 0.0 0.0 0.0
Framing: 0.5 0.5 0.5 0.5 0.5
Framing: 0.5 0.5 0.5 0.5

0.0 0.0 0.0 0.0
Ceiling: 0.8 0.8 0.8 0.8 0.8 0.8 0.8
MEP: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
MEP: 1.5 1.5 1.5 1.5 1.5 1.5 1.5

1.5 1.1 1.1 1.1 1.1 1.1 1.1

10.8 10.4 10.9 11.4 11.4 11.4 11.4

10.8 10.4 10.9 11.4 11.4 11.4 11.4
No 0.0 0.0 0.0 0.0 0.0 0.0 0.0

20.0 20.0 20.0 20.0 20.0 0.0 0.0

1.00 20.0 20.0 20.0 20.0 20.0 0.0 0.0

30.8 30.4 30.9 31.4 31.4 11.4 11.4

SMALL MEZZANINE FLOOR
CBC Live Load Category: [Table 1607.1]
Slope: 0.00:12 Balcony?: No
Thickness
(in) Sloped Deck Joists Girders Columns Model Seismic Model Seismic Roofing: 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sheathing: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Insulation: 6 1.2 1.2 1.2 1.2 1.2 1.2 1.2
Framing: 1.9 1.9 1.9 1.9 1.9 1.9
Framing: 0.5 0.5 0.5 0.5 0.5
Framing: 0.0 0.0 0.0 0.0 0.0 0.0
Framing: 0.0 0.0 0.0 0.0 0.0
Framing: 0.0 0.0 0.0 0.0
MEP: 0.0 0.0 0.0 0.0 0.0 0.0 0.0
MEP: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
MEP: 1.5 1.5 1.5 1.5 1.5 1.5 1.5

1.5 1.5 1.5 1.5 1.5 1.5 1.5

8.2 10.1 10.6 10.6 10.6 10.6 10.6

8.2 10.1 10.6 10.6 10.6 10.6 10.6
No 0.0 0.0 0.0 0.0 0.0 0.0 0.0

40.0 40.0 40.0 40.0 40.0 0.0 0.0

1.00 40.0 40.0 40.0 40.0 40.0 0.0 0.0

48.2 50.1 50.6 50.6 50.6 10.6 10.6
Typical
Total Load
Miscellaneous
Dead Load
Dead Load - Horiz Projection
Live Load
Partitions (Office Buildings)
Sprinkler System (typical)

26. Roof: ordinary
Miscellaneous
Dead Load
Dead Load - Horiz Projection
Material
TPA Roofing
1/2 in. DensDek
"Rigid": Styrofoam t =
"Soft": Loose Fill, Blown-In, & Batt t =
GLB
Columns
Metal Suspension System (w/ tile)
Typical
Sprinkler System (typical)
Live Load
Live Load - Reduced R2
=
Partitions (Office Buildings)
Total Load

6. Catwalks
Material
5/8 in. OSB
"Soft": Loose Fill, Blown-In, & Batt t =
DF-L 2x10 @ 24"oc
GLB
Live Load - Reduced R2 =
COM-2310004
Job #22689
Flat Weights
Engineer: MAAP
4/18/2023
North Sacramento Library - ASCE 7/41

GRAVITY / SEISMIC FLAT WEIGHT TAKEOFF (PSF)
ROOF
CBC Live Load Category: [Table 1607.1]
Slope: 0.00:12 Balcony?: No
Thickness
(in) Sloped Deck Joists Girders Columns Model Seismic Model Seismic Roofing: 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Sheathing: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
Insulation: 4 0.8 0.8 0.8 0.8 0.8 0.8 0.8
Insulation: 6 1.2 1.2 1.2 1.2 1.2 1.2 1.2
Framing: 1.9 1.9 1.9 1.9 1.9 1.9
Framing: 0.0 0.0 0.0 0.0 0.0 0.0
Framing: 0.5 0.5 0.5 0.5 0.5
Framing: 0.5 0.5 0.5 0.5
Ceiling: 0.8 0.8 0.8 0.8 0.8 0.8 0.8
MEP: 2.0 2.0 2.0 2.0 2.0 2.0 2.0
MEP: 1.5 1.5 1.5 1.5 1.5 1.5 1.5

1.5 1.5 1.5 1.5 1.5 1.5 1.5

10.8 12.7 13.2 13.7 13.7 13.7 13.7

10.8 12.7 13.2 13.7 13.7 13.7 13.7
No 0.0 0.0 0.0 0.0 0.0 0.0 0.0

20.0 20.0 20.0 20.0 20.0 0.0 0.0

1.00 20.0 20.0 20.0 20.0 20.0 0.0 0.0

30.8 32.7 33.2 33.7 33.7 13.7 13.7
Live Load
Live Load - Reduced R2 =
Total Load
Partitions (Office Buildings)
Miscellaneous
Dead Load
Dead Load - Horiz Projection
"Soft": Loose Fill, Blown-In, & Batt t =
DF-L 2x10 @ 24"oc
GLB
Columns
Metal Suspension System (w/ tile)
Typical
Sprinkler System (typical)

26. Roof: ordinary
Material
TPA Roofing
1/2 in. DensDek
"Rigid": Styrofoam t =
COM-2310004
Job #22689
Wall Weights
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7

GRAVITY / SEISMIC WALL WEIGHT TAKEOFF (PSF)
Material Weight Material Weight
125.0

0.5 TOTAL 126.0 TOTAL 0.0
Library Walls
CMU Wall
Plaster
COM-2310004
ASCE 7 Hazards Report
Address:
1124 Del Paso Blvd
Sacramento, California
95815
Standard: ASCE/SEI 7-16 Latitude: 38.603779
Risk Category: II Longitude: -121.46323
Soil Class: D - Default (see
Section 11.4.3)
Elevation: 31.59 ft (NAVD 88)
Wind
Results:

Wind Speed 94 Vmph
10-year MRI 65 Vmph
25-year MRI 71 Vmph
50-year MRI 76 Vmph
100-year MRI 80 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1B and Figs. CC.2-1–CC.2-4, and Section 26.5.2 Date Accessed: Wed Dec 28 2022
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 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =

0.00143, MRI = 700 years).

Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Dec 28 2022 COM-2310004
SS : 0.541
S1 : 0.247
Fa : 1.367
Fv : N/A
SMS : 0.74
SM1 : N/A
SDS : 0.493
SD1 : N/A
TL : 12
PGA : 0.227
PGA M : 0.312
FPGA : 1.373
Ie : 1
Cv : 1.061
Seismic
Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Default (see Section 11.4.3)
USGS Seismic Design Maps
Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Wed Dec 28 2022
https://asce7hazardtool.online/ Page 2 of 3 Wed Dec 28 2022 COM-2310004
Job #22689
--------Glulam Retrofit--------
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Glulam Retrofit and Joist
Analysis
COM-2310004
RJ-6 RJ-5 RB-1 RJ-2 RJ-1 RJ-7 RJ-8 RJ-9 ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
(E) 5Ïx16Ï GLB LOW
(2) (E) 2x12 LOW
(E) 5Éx21 GLB
(E) 5Éx13Ï GLB (E) 5Éx16Ï GLB
(E) 5Éx18 GLB
(E) 5Éx21 GLB (E) 5Ï x13Ï GLB (E) 5Ïx19Ï GLB
(E) 5Éx16Ï GLB
(E) 5Éx21 GLB
(E) 5Éx21 GLB
SLOPE

A BAY UNO
(E) 5Éx13Ï GLB
VIF
± 17'-10"
(E) 5Éx13Ï GLB
VIF
± 25'-6"
VIF
± 17'-10"
5 S4.1
___________
(E) 5Ïx16Ï GLB (E) 6x12 (E) 6x12
(E) W21x BM VIF
OPEN
B
S2.1

AT LOW ROOF/PLATFORM
A
S2.1

AT HIGH ROOF
E
#
(N) MU 1138#

TO REPLACE
(E) MU 1200#
(N) MU 1138#

TO REPLACE
(E) MU 1200#
) MU 1138# O REPLACE
) MU 1200#
(N) MU 863#

TO REPLACE
(E) MU 1200#
(N) MU 1333#

TO REPLACE
(E) MU 1200#
(N) MU 1138#

TO REPLACE
(E) MU 1200#
(E) 2x10 DF @ 24"oc, TYP
(N) MU 1138#

TO REPLACE
(E) MU 1200#
(N) MU 1138# TO REPLACE (E) MU 1200#

REMOVE AND REPLACE ANY DAMAGED OR DRY ROTTED (E) RF SHTG W/ (N) RF SHTG PER E
S0.1
(E) SISTERED 1Óx9Ï
LVL TO (E) 2x10 TYP AT
(E) MU, VIF
(E) 4x10 TYP AT (E) MU

PERIMETER, VIF

TYP THIS WALL
(E) STAIRS
BLW
UP
8 S4.1
___________ 8
S4.1
___________
8 S4.1
___________
8 S4.1
___________
(N) MU 1138#

TO REPLACE
(E) MU 1200#

EMOVE AND REPLACE
0% OF (E) FLAT 1x10

ECKING W/ (N) RF SHTG ER TYP E
S0.1

BM ARE TIGHTENED

GUARD RAIL, SAD
12 S4.1
___________
B1 B2B3 B7 B9 B10 B11 B12 B4B5 B13 B6 B8 RJ-4RJ-3 RJ-10 ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
4x12 Guard Rail at 6'
4x12 Guard Rail at 5' 4x12 Guard Rail at 4'
ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-1
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-16
. Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.846: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.500ft
= 55.34 psi
=
1,581.25psi
Section used for this span 2x10
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 0.246 : 1
= 0.000 ft
=
1,337.69psi
Maximum Deflection
0 <240
257
Ratio = 0 <180
Max Downward Transient Deflection 0.450 in Ratio = 453 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.791 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+0.750Lr+0.450W
n/a
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.0 ft 1 0.463 0.135 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.94 527.1 1,138.5 0.20 21.8 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.846 0.246 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.38 1,337.7 1,581.3 0.51 55.3 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.718 0.209 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.02 1,135.0 1,581.3 0.43 47.0 225.0 +D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.453 0.132 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.63 916.2 2,024.0 0.35 37.9 288.0 +D+0.750Lr+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.705 0.205 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.54 1,426.9 2,024.0 0.55 59.0 288.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-1
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
+D+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.405 0.118 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.46 818.9 2,024.0 0.31 33.9 288.0 +0.60D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.348 0.101 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.26 705.3 2,024.0 0.27 29.2 288.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.156 0.045 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.56 316.2 2,024.0 0.12 13.1 288.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.7913 8.562 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 0.598 0.598
Max Upward from Load Combinations 0.598 0.598
Max Upward from Load Cases 0.340 0.340
D Only 0.221 0.221
+D+Lr 0.561 0.561
+D+0.750Lr 0.476 0.476
+D+0.60W 0.384 0.384
+D+0.750Lr+0.450W 0.598 0.598
+D+0.450W 0.343 0.343
+0.60D+0.60W 0.296 0.296
+0.60D 0.133 0.133
Lr Only 0.340 0.340
W Only 0.272 0.272
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-2
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 6.333 -->> 10.667 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 6.333 ft, Tributary Width = 2.0 ft Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 10.667 -->> 17.0 ft, Tributary Width = 2.0 ft Point Load : D = 0.0140 k @ 6.333 ft
Point Load : D = 0.0140 k @ 10.667 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.423: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.500ft
= 26.00 psi
=
1,375.00psi
Section used for this span 2-2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.116 : 1
= 0.000 ft
=
582.19psi
Maximum Deflection
0 <240
580
Ratio = 0 <180
Max Downward Transient Deflection 0.180 in Ratio = 1131 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.351 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+0.750Lr+0.450W
n/a
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.0 ft 1 0.270 0.071 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.95 267.0 990.0 0.21 11.6 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.423 0.116 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.08 582.2 1,375.0 0.48 26.0 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.366 0.100 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.79 503.4 1,375.0 0.41 22.4 225.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-2
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
+D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.238 0.064 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.49 418.3 1,760.0 0.34 18.5 288.0 +D+0.750Lr+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.350 0.096 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.20 616.9 1,760.0 0.51 27.6 288.0 +D+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.216 0.058 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.36 380.5 1,760.0 0.31 16.8 288.0 +0.60D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.177 0.048 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.11 311.5 1,760.0 0.26 13.9 288.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.091 0.024 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.57 160.2 1,760.0 0.13 6.9 288.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.3512 8.562 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 0.565 0.565
Max Upward from Load Combinations 0.565 0.565
Max Upward from Load Cases 0.297 0.297
D Only 0.236 0.236
+D+Lr 0.532 0.532
+D+0.750Lr 0.458 0.458
+D+0.60W 0.378 0.378
+D+0.750Lr+0.450W 0.565 0.565
+D+0.450W 0.342 0.342
+0.60D+0.60W 0.284 0.284
+0.60D 0.141 0.141
Lr Only 0.297 0.297
W Only 0.237 0.237
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-3
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 0.0 -->> 8.479 ft, Tributary Width = 2.0 ft Point Load : D = 0.20 k @ 5.729 ft
Point Load : D = 0.2140 k @ 8.479 ft
Point Load : D = 0.2140 k @ 12.563 ft
Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 12.563 -->> 17.0 ft, Tributary Width = 2.0 ft Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Extent = 8.479 -->> 12.563 ft, Tributary Width = 1.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.823: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.438ft
= 42.59 psi
=
1,375.00psi
Section used for this span 2-2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.189 : 1
= 16.255 ft
=
1,131.19psi
Maximum Deflection
0 <360
323
Ratio = 0 <180
Max Downward Transient Deflection 0.186 in Ratio = 1096 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.632 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+0.750Lr+0.450W
n/a
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.0 ft 1 0.808 0.176 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.85 799.7 990.0 0.53 28.6 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.823 0.189 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 4.03 1,131.2 1,375.0 0.79 42.6 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-3
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.6316 8.500 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 0.867 0.871
Max Upward from Load Combinations 0.867 0.871
Max Upward from Load Cases 0.524 0.550
D Only 0.524 0.550
+D+Lr 0.833 0.839
+D+0.750Lr 0.756 0.767
+D+0.60W 0.673 0.689
+D+0.750Lr+0.450W 0.867 0.871
+D+0.450W 0.636 0.654
+0.60D+0.60W 0.463 0.469
+0.60D 0.315 0.330
Lr Only 0.309 0.289
W Only 0.247 0.232
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-4
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1000
1000
1500
625
1700
620
180
675 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight NOT internally calculated and added
Uniform Load : D = 0.00820, Lr = 0.020 , Tributary Width = 1.0 ft Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 , Tributary Width = 1.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.327: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.500ft
= 20.08 psi
=
1,250.00psi
Section used for this span 2-2x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2-2x12
Maximum Shear Stress Ratio 0.089 : 1
= 0.000 ft
=
408.97psi
Maximum Deflection
0 <360
1093
Ratio = 0 <180
Max Downward Transient Deflection 0.125 in Ratio = 1632 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.186 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.0 ft 1 0.150 0.041 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.71 135.0 900.0 0.15 6.6 162.0 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.327 0.089 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.16 409.0 1,250.0 0.45 20.1 225.0 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.272 0.074 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.80 340.5 1,250.0 0.38 16.7 225.0 +D+0.60W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.0 ft 1 0.125 0.034 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.06 200.7 1,600.0 0.22 9.9 288.0 +D+0.750Lr+0.450W 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-4
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.1865 8.562 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 0.507 0.507
Max Upward from Load Combinations 0.507 0.507
Max Upward from Load Cases 0.340 0.340
D Only 0.167 0.167
+D+Lr 0.507 0.507
+D+0.750Lr 0.422 0.422
+D+0.60W 0.249 0.249
+D+0.750Lr+0.450W 0.484 0.484
+D+0.450W 0.229 0.229
+0.60D+0.60W 0.182 0.182
+0.60D 0.100 0.100
Lr Only 0.340 0.340
W Only 0.136 0.136
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-5
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Load for Span Number 1
Uniform Load : D = 0.01050, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft Load for Span Number 2
Uniform Load : D = 0.01050, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.795: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.408ft
= 58.47 psi
=
1,581.25psi
Section used for this span 2x10
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 0.260 : 1
= 16.816 ft
=
1,256.31psi
Maximum Deflection
328 >=240
270
Ratio = 190 >=180
Max Downward Transient Deflection 0.453 in Ratio = 463 >=240 Max Upward Transient Deflection -0.268 in Ratio =
Max Downward Total Deflection 0.775 in Ratio = >=180
Max Upward Total Deflection -0.459 in
fb: Actual
F'b
fv: Actual
F'v
Span: 1 : Lr Only
Span: 2 : Lr Only
Span: 1 : +D+0.750Lr+0.450W
Span: 2 : +D+0.750Lr+0.450W
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.50 ft 1 0.414 0.135 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.84 471.2 1,138.5 0.20 21.9 162.0 Length = 3.670 ft 2 0.080 0.135 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.16 90.7 1,138.5 0.07 21.9 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.795 0.260 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.24 1,256.3 1,581.3 0.54 58.5 225.0 Length = 3.670 ft 2 0.153 0.260 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.43 241.8 1,581.3 0.19 58.5 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.670 0.219 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.89 1,060.0 1,581.3 0.46 49.3 225.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-5
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
Length = 3.670 ft 2 0.129 0.219 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.36 204.0 1,581.3 0.16 49.3 225.0 +D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.419 0.137 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.51 848.1 2,024.0 0.37 39.5 288.0 Length = 3.670 ft 2 0.081 0.137 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.29 163.2 2,024.0 0.13 39.5 288.0 +D+0.750Lr+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.663 0.217 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 2.39 1,342.7 2,024.0 0.58 62.5 288.0 Length = 3.670 ft 2 0.128 0.217 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.46 258.4 2,024.0 0.20 62.5 288.0 +D+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.372 0.122 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.34 753.8 2,024.0 0.32 35.1 288.0 Length = 3.670 ft 2 0.072 0.122 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.26 145.1 2,024.0 0.11 35.1 288.0 +0.60D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.326 0.107 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.18 659.6 2,024.0 0.28 30.7 288.0 Length = 3.670 ft 2 0.063 0.107 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.23 127.0 2,024.0 0.10 30.7 288.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.140 0.046 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.50 282.7 2,024.0 0.12 13.2 288.0 Length = 3.670 ft 2 0.027 0.046 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.10 54.4 2,024.0 0.04 13.2 288.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.7750 8.701 0.0000 0.000
2 0.0000 8.701 +D+0.750Lr+0.450W -0.4588 3.670
.

Load Combination Support 1 Support 2 Support 3
Vertical Reactions Support notation : Far left is #1 Values in KIPS Max Upward from all Load Conditions 0.572 0.876
Max Upward from Load Combinations 0.572 0.876
Max Upward from Load Cases 0.335 0.512
D Only 0.201 0.307
+D+Lr 0.535 0.820
+D+0.750Lr 0.452 0.692
+D+0.60W 0.361 0.553
+D+0.750Lr+0.450W 0.572 0.876
+D+0.450W 0.321 0.492
+0.60D+0.60W 0.281 0.430
+0.60D 0.120 0.184
Lr Only 0.335 0.512
W Only 0.268 0.410
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-6
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020, W = 0.0160 ksf, Tributary Width = 2.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.659: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.500ft
= 48.05 psi
=
1,581.25psi
Section used for this span 2x10
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 0.214 : 1
= 14.234 ft
=
1,041.46psi
Maximum Deflection
0 <360
375
Ratio = 0 <180
Max Downward Transient Deflection 0.272 in Ratio = 660 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.480 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+0.750Lr+0.450W
n/a
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 15.0 ft 1 0.360 0.117 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.73 410.3 1,138.5 0.18 18.9 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.659 0.214 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.86 1,041.5 1,581.3 0.44 48.1 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.559 0.181 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.58 883.7 1,581.3 0.38 40.8 225.0 +D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.352 0.114 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.27 713.3 2,024.0 0.30 32.9 288.0 +D+0.750Lr+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.549 0.178 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.98 1,110.9 2,024.0 0.47 51.3 288.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: (E) RJ-6
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
+D+0.450W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.315 0.102 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 1.14 637.5 2,024.0 0.27 29.4 288.0 +0.60D+0.60W 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.271 0.088 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.98 549.1 2,024.0 0.23 25.3 288.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.0 ft 1 0.122 0.039 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.15 0.44 246.2 2,024.0 0.11 11.4 288.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+0.750Lr+0.450W 1 0.4796 7.555 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 0.528 0.528
Max Upward from Load Combinations 0.528 0.528
Max Upward from Load Cases 0.300 0.300
D Only 0.195 0.195
+D+Lr 0.495 0.495
+D+0.750Lr 0.420 0.420
+D+0.60W 0.339 0.339
+D+0.750Lr+0.450W 0.528 0.528
+D+0.450W 0.303 0.303
+0.60D+0.60W 0.261 0.261
+0.60D 0.117 0.117
Lr Only 0.300 0.300
W Only 0.240 0.240
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-7
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.00950, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.1230 k @ 6.50 ft, (Guard Rail Weight) Uniform Load : D = 0.0020 k/ft, Extent = 0.0 -->> 6.50 ft, Tributary Width = 1.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.891: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.277ft
= 64.98 psi
=
1,856.25psi
Section used for this span 2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 2x10
Maximum Shear Stress Ratio 0.306 : 1
= 0.000 ft
=
1,654.80psi
Maximum Deflection
0 <240
198
Ratio = 0 <180
Max Downward Transient Deflection 0.600 in Ratio = 359 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.086 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.0 ft 1 0.572 0.191 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.36 764.0 1,336.5 0.27 29.2 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.891 0.306 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.95 1,654.8 1,856.3 0.60 65.0 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.770 0.264 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.55 1,429.5 1,856.3 0.52 56.0 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.193 0.064 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.82 458.4 2,376.0 0.16 17.5 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-7
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.0863 8.934 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 0.647 0.605
Max Upward from Load Combinations 0.647 0.605
Max Upward from Load Cases 0.360 0.360
D Only 0.287 0.245
+D+Lr 0.647 0.605
+D+0.750Lr 0.557 0.515
+0.60D 0.172 0.147
Lr Only 0.360 0.360
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-8
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.1360 k/ft, Extent = 18.50 -->> 23.0 ft, Tributary Width = 1.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.679: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 14.708ft
= 51.71 psi
=
1,856.25psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.243 : 1
= 25.146 ft
=
1,260.96psi
Maximum Deflection
0 <240
215
Ratio = 0 <180
Max Downward Transient Deflection 0.623 in Ratio = 501 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.447 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 26.0 ft 1 0.549 0.217 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 4.51 733.6 1,336.5 0.87 33.2 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.679 0.243 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 7.76 1,261.0 1,856.3 1.36 51.7 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.607 0.222 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.93 1,126.4 1,856.3 1.24 47.1 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.185 0.073 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.71 440.1 2,376.0 0.52 19.9 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-8
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.4467 13.380 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 1.054 1.418
Max Upward from Load Combinations 1.054 1.418
Max Upward from Load Cases 0.534 0.898
D Only 0.534 0.898
+D+Lr 1.054 1.418
+D+0.750Lr 0.924 1.288
+0.60D 0.320 0.539
Lr Only 0.520 0.520
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-9
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Uniform Load : D = 0.2290 k/ft, Extent = 17.750 -->> 21.250 ft, Tributary Width = 1.0 ft Point Load : D = 0.1170 k @ 6.0 ft
Uniform Load : D = 0.008640 k/ft, Extent = 0.0 -->> 6.0 ft, Tributary Width = 1.0 ft . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.812: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 15.372ft
= 57.26 psi
=
1,856.25psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.269 : 1
= 25.146 ft
=
1,507.41psi
Maximum Deflection
0 <240
180
Ratio = 0 <180
Max Downward Transient Deflection 0.623 in Ratio = 501 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.728 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 26.0 ft 1 0.746 0.253 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.14 997.7 1,336.5 1.02 38.7 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.812 0.269 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 9.27 1,507.4 1,856.3 1.50 57.3 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.741 0.248 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 8.46 1,375.2 1,856.3 1.38 52.6 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.252 0.085 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.68 598.6 2,376.0 0.61 23.2 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-9
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.7277 13.380 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 1.266 1.564
Max Upward from Load Combinations 1.266 1.564
Max Upward from Load Cases 0.746 1.044
D Only 0.746 1.044
+D+Lr 1.266 1.564
+D+0.750Lr 1.136 1.434
+0.60D 0.448 0.626
Lr Only 0.520 0.520
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-10
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.00950, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.150 k @ 6.50 ft, (Guard Rail Weight) . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.913: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.146ft
= 65.85 psi
=
1,856.25psi
Section used for this span 2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 2x10
Maximum Shear Stress Ratio 0.310 : 1
= 0.000 ft
=
1,695.57psi
Maximum Deflection
0 <240
194
Ratio = 0 <180
Max Downward Transient Deflection 0.600 in Ratio = 359 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.110 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.0 ft 1 0.607 0.196 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.45 810.9 1,336.5 0.28 30.1 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.913 0.310 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.02 1,695.6 1,856.3 0.61 65.8 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.792 0.268 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.62 1,470.9 1,856.3 0.53 56.9 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.205 0.066 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.87 486.5 2,376.0 0.17 18.0 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: RJ-10
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.1100 8.934 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 0.654 0.612
Max Upward from Load Combinations 0.654 0.612
Max Upward from Load Cases 0.360 0.360
D Only 0.294 0.252
+D+Lr 0.654 0.612
+D+0.750Lr 0.564 0.522
+0.60D 0.176 0.151
Lr Only 0.360 0.360
COM-2310004
Job #22689 Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Try a 33 MIL plate.

IDF = 1046 in.4
IST = 177 in.4
ITR = 1223 in.4
b
d
b'
x
y
yST
yC
Job #22689 Job #22689
Glulam Retrofit - BM 1 ST DF Retrofit - RB 1 STL 54 mil plate:

COM-2310004
Job #22689 Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Maximum Stresses:

Max Moment = 23.5 k-ft (per Risa)
σDF = 1864 psi
σSTL = 30148 psi
Allowable Stresses:

Fb, DF = 2400 psi
CV = 1.027
CD = 1.25
F'b, DF = 3081.624613 psi
FSTL = 360000 psi
DCRDF = 0.60 < 1.0, OK
DCRST = 0.08 < 1.0, OK
Connection Design:
q = VQ/I
V = 5078 lb.

Q = Ast*yst
Ast = 3.43 in.2
yst = 7.65 in.

Q = 26.2 in.3
I = 1223 in.4
q = 108.8 lb./in.

Screw Spacing = 6 in oc
Load = 653 lb.

Cd = 1.25
n = 2 number of screws
va = 420 lb/screw SDS per ESR-2236
Capacity= 1050 lb.

DCR = 0.62 < 1.0, OK
Job #22689 Job #22689
Glulam Retrofit - BM 1 ST DF Retrofit - RB 1 STL
COM-2310004
Job #22689 Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Try a 54 MIL plate.

Existing Wood Properties: DF
b= 3.5 in A = 53 in2
d = 15.25 in I = 1034.419 in4
Ltotal = 18.5 ft E = 1.6E+06 psi
Spacing = 12 ft oc Steel
STL Plate Properties:
bSTL= 3.5 in
dSTL = 0.054 in
A = 0.19 in2
I = 0.000045927 in4
E = 2.9E+07 psi
Transformed Steel Properties:
n = 18.1
b' = 63.4 in. DF
A' = 3.4 in.2
Transformed Section Properties:
h1 = 8.1 in Transformed Steel
h2 = 7.2 in
IDF = 1046 in.4
IST = 177 in.4
ITR = 1223 in.4
b
d
b'
x
y
h2
h1
Glula
DF Retrofit - RB 1 STL Defl
m Retrofit - BM 1 STL De
COM-2310004
Job #22689 Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Total Deflection:
wDL = 12.7 psf
wLL = 12 psf
wTrib = 155 in
L = 222 in
I = 1223 in4
E = 1.60E+06 psi
ΔSTL = 0.43 in
P = 542 lbs
a = 141 in
b = 81 in
L = 222 in
I = 1223 in4
E = 1.60E+06 psi
x = 81 in
ΔSTL = 0.06 in
P = 542 lbs
a = 216 in
b = 6 in
L = 222 in
I = 1223 in4
E = 1.60E+06 psi
x = 6 in
ΔSTL = 0.01 in
Total Deflection = L/451 > 180, OK
Glula
DF Retrofit - RB 1 STL Defl
m Retrofit - BM 1 STL De
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B1 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
1600ksi
850ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-16
. Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0120 ksf, Tributary Width = 18.0 ft Point Load : D = 0.5420 k @ 11.750 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 18.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.827: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 18.029ft
= 101.59 psi
=
2,637.92psi
Section used for this span 5.125x24
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.307 : 1
= 0.000 ft
=
2,181.11psi
Maximum Deflection
0 <240
209
Ratio = 0 <180
Max Downward Transient Deflection 0.959 in Ratio = 475 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 2.180 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 38.0 ft 1 0.649 0.238 0.90 1.00 1.00 1.00 0.879 1.00 1.00 1.00 50.54 1,232.7 1,899.3 4.65 56.7 238.5 +D+Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.827 0.307 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 89.43 2,181.1 2,637.9 8.33 101.6 331.3 +D+0.750Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.737 0.273 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 79.70 1,944.0 2,637.9 7.41 90.4 331.3 +0.60D 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.219 0.080 1.60 1.00 1.00 1.00 0.879 1.00 1.00 1.00 30.32 739.6 3,376.5 2.79 34.0 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B1 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 2.1797 19.000 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 9.203 8.968
Max Upward from Load Combinations 9.203 8.968
Max Upward from Load Cases 5.099 4.864
D Only 5.099 4.864
+D+Lr 9.203 8.968
+D+0.750Lr 8.177 7.942
+0.60D 3.060 2.918
Lr Only 4.104 4.104
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B2 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0120 ksf, Tributary Width = 18.50 ft Point Load : D = 0.0580 k @ 11.750 ft, (Mech Unit)
Point Load : D = 0.0580 k @ 18.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.778: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 18.861ft
= 96.85 psi
=
2,637.92psi
Section used for this span 5.125x24
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.292 : 1
= 0.000 ft
=
2,052.41psi
Maximum Deflection
0 <240
220
Ratio = 0 <180
Max Downward Transient Deflection 0.986 in Ratio = 462 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 2.068 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 38.0 ft 1 0.566 0.212 0.90 1.00 1.00 1.00 0.879 1.00 1.00 1.00 44.08 1,075.1 1,899.3 4.15 50.7 238.5 +D+Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.778 0.292 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 84.15 2,052.4 2,637.9 7.94 96.8 331.3 +D+0.750Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.685 0.258 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 74.13 1,808.1 2,637.9 6.99 85.3 331.3 +0.60D 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.191 0.072 1.60 1.00 1.00 1.00 0.879 1.00 1.00 1.00 26.45 645.1 3,376.5 2.49 30.4 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B2 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 2.0684 19.000 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 8.837 8.812
Max Upward from Load Combinations 8.837 8.812
Max Upward from Load Cases 4.619 4.594
D Only 4.619 4.594
+D+Lr 8.837 8.812
+D+0.750Lr 7.783 7.758
+0.60D 2.772 2.757
Lr Only 4.218 4.218
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B3 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0120 ksf, Tributary Width = 18.125 ft Point Load : D = 0.5420 k @ 1.750 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 7.830 ft, (Mech Unit)
Point Load : D = 0.0580 k @ 14.0 ft, (Mech Unit)
Point Load : D = 0.0580 k @ 20.0 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 34.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.798: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 18.861ft
= 102.37 psi
=
2,637.92psi
Section used for this span 5.125x24
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.309 : 1
= 36.058 ft
=
2,105.06psi
Maximum Deflection
0 <240
213
Ratio = 0 <180
Max Downward Transient Deflection 0.966 in Ratio = 472 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 2.135 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 38.0 ft 1 0.604 0.239 0.90 1.00 1.00 1.00 0.879 1.00 1.00 1.00 47.05 1,147.7 1,899.3 4.68 57.1 238.5 +D+Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.798 0.309 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 86.31 2,105.1 2,637.9 8.39 102.4 331.3 +D+0.750Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.707 0.275 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 76.49 1,865.7 2,637.9 7.47 91.1 331.3 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B3 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
+0.60D 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.204 0.081 1.60 1.00 1.00 1.00 0.879 1.00 1.00 1.00 28.23 688.6 3,376.5 2.81 34.3 424.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 2.1351 19.000 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 9.668 9.273
Max Upward from Load Combinations 9.668 9.273
Max Upward from Load Cases 5.535 5.140
D Only 5.535 5.140
+D+Lr 9.668 9.273
+D+0.750Lr 8.635 8.240
+0.60D 3.321 3.084
Lr Only 4.133 4.133
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B4 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0150 ksf, Tributary Width = 18.0 ft Point Load : D = 0.2010 k @ 15.50 ft, (Mech Unit)
Point Load : D = 0.2010 k @ 21.750 ft, (Mech Unit)
Point Load : D = 0.2710 k @ 21.50 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.688: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 12.774ft
= 100.18 psi
=
2,835.65psi
Section used for this span 5.5x16.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.5x16.5
Maximum Shear Stress Ratio 0.302 : 1
= 23.631 ft
=
1,951.14psi
Maximum Deflection
0 <240
241
Ratio = 0 <180
Max Downward Transient Deflection 0.644 in Ratio = 465 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.242 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 25.0 ft 1 0.459 0.212 0.90 1.00 1.00 1.00 0.945 1.00 1.00 1.00 19.51 938.0 2,041.7 3.06 50.5 238.5 +D+Lr 1.00 1.00 1.00 0.945 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.688 0.302 1.25 1.00 1.00 1.00 0.945 1.00 1.00 1.00 40.58 1,951.1 2,835.6 6.06 100.2 331.3 +D+0.750Lr 1.00 1.00 1.00 0.945 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.599 0.265 1.25 1.00 1.00 1.00 0.945 1.00 1.00 1.00 35.31 1,697.7 2,835.6 5.31 87.8 331.3 +0.60D 1.00 1.00 1.00 0.945 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.155 0.071 1.60 1.00 1.00 1.00 0.945 1.00 1.00 1.00 11.70 562.8 3,629.6 1.83 30.3 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B4 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.2416 12.591 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 6.349 6.741
Max Upward from Load Combinations 6.349 6.741
Max Upward from Load Cases 3.375 3.375
D Only 2.974 3.366
+D+Lr 6.349 6.741
+D+0.750Lr 5.505 5.897
+0.60D 1.784 2.020
Lr Only 3.375 3.375
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B5 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.01513 ksf, Tributary Width = 17.750 ft Point Load : D = 0.3990 k @ 15.50 ft, (Mech Unit)
Point Load : D = 0.3990 k @ 21.750 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.773: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.215ft
= 110.04 psi
=
2,850.09psi
Section used for this span 5.125x16.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x16.5
Maximum Shear Stress Ratio 0.332 : 1
= 24.197 ft
=
2,203.43psi
Maximum Deflection
0 <240
210
Ratio = 0 <180
Max Downward Transient Deflection 0.744 in Ratio = 411 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.455 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 25.50 ft 1 0.526 0.233 0.90 1.00 1.00 1.00 0.950 1.00 1.00 1.00 20.93 1,080.0 2,052.1 3.13 55.5 238.5 +D+Lr 1.00 1.00 1.00 0.950 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.50 ft 1 0.773 0.332 1.25 1.00 1.00 1.00 0.950 1.00 1.00 1.00 42.70 2,203.4 2,850.1 6.20 110.0 331.3 +D+0.750Lr 1.00 1.00 1.00 0.950 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.50 ft 1 0.674 0.291 1.25 1.00 1.00 1.00 0.950 1.00 1.00 1.00 37.25 1,922.2 2,850.1 5.43 96.4 331.3 +0.60D 1.00 1.00 1.00 0.950 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.50 ft 1 0.178 0.079 1.60 1.00 1.00 1.00 0.950 1.00 1.00 1.00 12.56 648.0 3,648.1 1.88 33.3 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B5 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.4552 12.843 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 6.476 6.843
Max Upward from Load Combinations 6.476 6.843
Max Upward from Load Cases 3.424 3.424
D Only 3.051 3.419
+D+Lr 6.476 6.843
+D+0.750Lr 5.620 5.987
+0.60D 1.831 2.051
Lr Only 3.424 3.424
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B6 - (E) 5 1/8x13 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0170 ksf, Tributary Width = 18.125 ft Point Load : D = 0.5420 k @ 2.250 ft, (Mech Unit)
Point Load : D = 0.1790 k @ 17.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.535: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.869ft
= 94.61 psi
=
2,989.74psi
Section used for this span 5.5x13.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.5x13.5
Maximum Shear Stress Ratio 0.286 : 1
= 0.000 ft
=
1,599.98psi
Maximum Deflection
0 <240
333
Ratio = 0 <180
Max Downward Transient Deflection 0.361 in Ratio = 598 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.647 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.0 ft 1 0.327 0.191 0.90 1.00 1.00 1.00 0.997 1.00 1.00 1.00 9.80 703.9 2,152.6 2.25 45.5 238.5 +D+Lr 1.00 1.00 1.00 0.997 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.535 0.286 1.25 1.00 1.00 1.00 0.997 1.00 1.00 1.00 22.27 1,600.0 2,989.7 4.68 94.6 331.3 +D+0.750Lr 1.00 1.00 1.00 0.997 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.460 0.249 1.25 1.00 1.00 1.00 0.997 1.00 1.00 1.00 19.16 1,375.9 2,989.7 4.08 82.3 331.3 +0.60D 1.00 1.00 1.00 0.997 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.110 0.064 1.60 1.00 1.00 1.00 0.997 1.00 1.00 1.00 5.88 422.4 3,826.9 1.35 27.3 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B6 - (E) 5 1/8x13 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.6473 9.000 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 5.278 5.031
Max Upward from Load Combinations 5.278 5.031
Max Upward from Load Cases 2.773 2.773
D Only 2.505 2.258
+D+Lr 5.278 5.031
+D+0.750Lr 4.585 4.337
+0.60D 1.503 1.355
Lr Only 2.773 2.773
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B7 - (E) 5 1/8x16 1/2 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2,400.0
1,850.0
1,650.0
650.0
1,800.0
950.0
265.0
1,100.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Fb +
psi
psi
Fv psi
Fb -
Ft psi
Fc - Prll psi
Fc - Perp psi
E : Modulus of Elasticity
1,600.0ksi
850.0ksi
Ebend- yy
Eminbend - yy
Ebend- xx ksi
Density pcf
Load Combination : ASCE 7-16
. Applied Loads Service loads entered. Load Factors will be applied for calculations.

Beam self weight calculated and added to loading
Uniform Load : D = 0.01270, Lr = 0.01870 ksf, Tributary Width = 9.250 ft Uniform Load : D = 0.0080, Lr = 0.01870 ksf, Tributary Width = 9.250 ft Point Load : D = 0.3290 k @ 3.750 ft, (Mech Unit)
Point Load : D = 0.3290 k @ 10.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.787: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.938ft
= 113.98 psi
=
2,771.87psi
Section used for this span 5.125x19.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x19.5
Maximum Shear Stress Ratio 0.344 : 1
= 0.000 ft
=
2,181.63psi
Maximum Deflection
0 <240
224
Ratio = 0 <180
Max Downward Transient Deflection 0.906 in Ratio = 377 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.526 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 28.50 ft 1 0.444 0.202 0.90 1.00 1.00 1.00 0.924 1.00 1.00 1.00 23.96 885.3 1,995.7 3.20 48.1 238.5 +D+Lr 1.00 1.00 1.00 0.924 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 28.50 ft 1 0.787 0.344 1.25 1.00 1.00 1.00 0.924 1.00 1.00 1.00 59.05 2,181.6 2,771.9 7.59 114.0 331.3 +D+0.750Lr 1.00 1.00 1.00 0.924 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 28.50 ft 1 0.670 0.294 1.25 1.00 1.00 1.00 0.924 1.00 1.00 1.00 50.27 1,857.4 2,771.9 6.50 97.5 331.3 +0.60D 1.00 1.00 1.00 0.924 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 28.50 ft 1 0.150 0.068 1.60 1.00 1.00 1.00 0.924 1.00 1.00 1.00 14.38 531.2 3,548.0 1.92 28.9 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B7 - (E) 5 1/8x16 1/2 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.5258 14.250 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 8.466 8.126
Max Upward from Load Combinations 8.466 8.126
Max Upward from Load Cases 4.930 4.930
D Only 3.536 3.196
+D+Lr 8.466 8.126
+D+0.750Lr 7.234 6.893
+0.60D 2.122 1.918
Lr Only 4.930 4.930
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B8 - (E) 5 1/8x19 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.01320 ksf, Tributary Width = 18.50 ft Point Load : D = 0.1790 k @ 5.10 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.715: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 14.766ft
= 98.16 psi
=
2,760.00psi
Section used for this span 5.125x19.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x19.5
Maximum Shear Stress Ratio 0.296 : 1
= 0.000 ft
=
1,973.18psi
Maximum Deflection
0 <240
237
Ratio = 0 <180
Max Downward Transient Deflection 0.759 in Ratio = 470 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.503 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 29.750 ft 1 0.491 0.206 0.90 1.00 1.00 1.00 0.920 1.00 1.00 1.00 26.39 975.1 1,987.2 3.28 49.2 238.5 +D+Lr 1.00 1.00 1.00 0.920 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 29.750 ft 1 0.715 0.296 1.25 1.00 1.00 1.00 0.920 1.00 1.00 1.00 53.41 1,973.2 2,760.0 6.54 98.2 331.3 +D+0.750Lr 1.00 1.00 1.00 0.920 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 29.750 ft 1 0.625 0.259 1.25 1.00 1.00 1.00 0.920 1.00 1.00 1.00 46.65 1,723.7 2,760.0 5.72 85.9 331.3 +0.60D 1.00 1.00 1.00 0.920 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 29.750 ft 1 0.166 0.070 1.60 1.00 1.00 1.00 0.920 1.00 1.00 1.00 15.84 585.0 3,532.8 1.97 29.5 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B8 - (E) 5 1/8x19 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.5033 14.875 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 7.268 7.150
Max Upward from Load Combinations 7.268 7.150
Max Upward from Load Cases 3.635 3.632
D Only 3.635 3.518
+D+Lr 7.268 7.150
+D+0.750Lr 6.360 6.242
+0.60D 2.181 2.111
Lr Only 3.632 3.632
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B9 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0120 ksf, Tributary Width = 17.750 ft Point Load : D = 0.0580 k @ 1.750 ft, (Mech Unit)
Point Load : D = 0.0580 k @ 7.830 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 14.0 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 20.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.823: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 19.139ft
= 100.15 psi
=
2,637.92psi
Section used for this span 5.125x24
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x24
Maximum Shear Stress Ratio 0.302 : 1
= 0.000 ft
=
2,172.06psi
Maximum Deflection
0 <240
210
Ratio = 0 <180
Max Downward Transient Deflection 0.946 in Ratio = 482 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 2.171 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 38.0 ft 1 0.650 0.234 0.90 1.00 1.00 1.00 0.879 1.00 1.00 1.00 50.61 1,234.4 1,899.3 4.58 55.8 238.5 +D+Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.823 0.302 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 89.05 2,172.1 2,637.9 8.21 100.2 331.3 +D+0.750Lr 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 38.0 ft 1 0.735 0.269 1.25 1.00 1.00 1.00 0.879 1.00 1.00 1.00 79.44 1,937.6 2,637.9 7.30 89.1 331.3 +0.60D 1.00 1.00 1.00 0.879 1.00 1.00 1.00 0.0 0.00 0.0 0.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B9 - (E) 5 1/8x21 GLB - (2) 5 1/8x1 1/2 LVL Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
Length = 38.0 ft 1 0.219 0.079 1.60 1.00 1.00 1.00 0.879 1.00 1.00 1.00 30.37 740.6 3,376.5 2.75 33.5 424.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 2.1711 19.000 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 9.132 8.931
Max Upward from Load Combinations 9.132 8.931
Max Upward from Load Cases 5.085 4.884
D Only 5.085 4.884
+D+Lr 9.132 8.931
+D+0.750Lr 8.121 7.920
+0.60D 3.051 2.931
Lr Only 4.047 4.047
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B10 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.01592 ksf, Tributary Width = 18.375 ft Point Load : D = 0.5420 k @ 16.0 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.593: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 11.321ft
= 96.24 psi
=
2,892.48psi
Section used for this span 5.125x16.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x16.5
Maximum Shear Stress Ratio 0.291 : 1
= 20.635 ft
=
1,715.16psi
Maximum Deflection
0 <240
311
Ratio = 0 <180
Max Downward Transient Deflection 0.449 in Ratio = 587 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.846 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 22.0 ft 1 0.386 0.194 0.90 1.00 1.00 1.00 0.964 1.00 1.00 1.00 15.57 803.3 2,082.6 2.61 46.2 238.5 +D+Lr 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.593 0.291 1.25 1.00 1.00 1.00 0.964 1.00 1.00 1.00 33.24 1,715.2 2,892.5 5.43 96.2 331.3 +D+0.750Lr 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.514 0.253 1.25 1.00 1.00 1.00 0.964 1.00 1.00 1.00 28.82 1,487.0 2,892.5 4.72 83.7 331.3 +0.60D 1.00 1.00 1.00 0.964 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 22.0 ft 1 0.130 0.065 1.60 1.00 1.00 1.00 0.964 1.00 1.00 1.00 9.34 482.0 3,702.4 1.56 27.7 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B10 - (E) 5 1/8x16 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.8462 11.080 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 5.892 6.138
Max Upward from Load Combinations 5.892 6.138
Max Upward from Load Cases 3.218 3.218
D Only 2.674 2.920
+D+Lr 5.892 6.138
+D+0.750Lr 5.087 5.334
+0.60D 1.604 1.752
Lr Only 3.218 3.218
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B11 - (E) 5 1/8x13 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.01740 ksf, Tributary Width = 18.0 ft Point Load : D = 0.2710 k @ 2.125 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.580: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 9.058ft
= 98.70 psi
=
3,000.00psi
Section used for this span 5.125x13.5
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x13.5
Maximum Shear Stress Ratio 0.298 : 1
= 0.000 ft
=
1,739.86psi
Maximum Deflection
0 <240
303
Ratio = 0 <180
Max Downward Transient Deflection 0.416 in Ratio = 526 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.721 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.250 ft 1 0.340 0.184 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 9.53 734.8 2,160.0 2.03 44.0 238.5 +D+Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.580 0.298 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 22.57 1,739.9 3,000.0 4.55 98.7 331.3 +D+0.750Lr 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.496 0.257 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 19.31 1,488.6 3,000.0 3.92 85.0 331.3 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.250 ft 1 0.115 0.062 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 5.72 440.9 3,840.0 1.22 26.4 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B11 - (E) 5 1/8x13 1/2 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.7212 9.125 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 5.123 4.915
Max Upward from Load Combinations 5.123 4.915
Max Upward from Load Cases 2.858 2.858
D Only 2.265 2.057
+D+Lr 5.123 4.915
+D+0.750Lr 4.409 4.201
+0.60D 1.359 1.234
Lr Only 2.858 2.858
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B12 - (E) 5 1/8x18 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
DF/DF
24F-V4
2400
1850
1650
650
1800
950
265
1100 31.21
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.0150 ksf, Tributary Width = 18.0 ft Point Load : D = 0.5420 k @ 1.50 ft, (Mech Unit)
Point Load : D = 0.5420 k @ 7.750 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.634: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 12.135ft
= 103.58 psi
=
2,831.00psi
Section used for this span 5.125x18
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 331.25 psi
Section used for this span 5.125x18
Maximum Shear Stress Ratio 0.313 : 1
= 0.000 ft
=
1,794.02psi
Maximum Deflection
0 <240
286
Ratio = 0 <180
Max Downward Transient Deflection 0.532 in Ratio = 563 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.048 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 #
Load Combination Moment Values
C
i
C CLx C CM t CV r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 25.0 ft 1 0.432 0.231 0.90 1.00 1.00 1.00 0.944 1.00 1.00 1.00 20.33 881.5 2,038.3 3.39 55.1 238.5 +D+Lr 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.634 0.313 1.25 1.00 1.00 1.00 0.944 1.00 1.00 1.00 41.37 1,794.0 2,831.0 6.37 103.6 331.3 +D+0.750Lr 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.553 0.276 1.25 1.00 1.00 1.00 0.944 1.00 1.00 1.00 36.11 1,565.6 2,831.0 5.63 91.5 331.3 +0.60D 1.00 1.00 1.00 0.944 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 25.0 ft 1 0.146 0.078 1.60 1.00 1.00 1.00 0.944 1.00 1.00 1.00 12.20 528.9 3,623.7 2.03 33.1 424.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B12 - (E) 5 1/8x18 GLB
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.0478 12.500 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 7.096 6.413
Max Upward from Load Combinations 7.096 6.413
Max Upward from Load Cases 3.721 3.375
D Only 3.721 3.038
+D+Lr 7.096 6.413
+D+0.750Lr 6.252 5.569
+0.60D 2.233 1.823
Lr Only 3.375 3.375
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B13 - (E) 5.5x12.75 DF #1
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.01850 ksf, Tributary Width = 17.750 ft Point Load : D = 0.0580 k @ 1.50 ft, (Mech Unit)
Point Load : D = 0.0580 k @ 7.750 ft, (Mech Unit)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.722: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.750ft
= 75.62 psi
=
1,665.56psi
Section used for this span 6x14
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 6x14
Maximum Shear Stress Ratio 0.356 : 1
= 0.000 ft
=
1,202.65psi
Maximum Deflection
0 <240
461
Ratio = 0 <180
Max Downward Transient Deflection 0.238 in Ratio = 782 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.403 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 15.50 ft 1 0.412 0.205 0.90 1.00 1.00 1.00 0.987 1.00 1.00 1.00 6.88 494.3 1,199.2 1.55 31.3 153.0 +D+Lr 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.722 0.356 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 16.74 1,202.7 1,665.6 3.74 75.6 212.5 +D+0.750Lr 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.616 0.304 1.25 1.00 1.00 1.00 0.987 1.00 1.00 1.00 14.28 1,025.6 1,665.6 3.20 64.6 212.5 +0.60D 1.00 1.00 1.00 0.987 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.139 0.069 1.60 1.00 1.00 1.00 0.987 1.00 1.00 1.00 4.13 296.6 2,131.9 0.93 18.8 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: B13 - (E) 5.5x12.75 DF #1
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.4028 7.750 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 4.333 4.286
Max Upward from Load Combinations 4.333 4.286
Max Upward from Load Cases 2.545 2.545
D Only 1.788 1.741
+D+Lr 4.333 4.286
+D+0.750Lr 3.697 3.650
+0.60D 1.073 1.045
Lr Only 2.545 2.545
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 4'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.0780 k @ 5.0 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.546: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 12.810ft
= 35.50 psi
=
1,856.25psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.167 : 1
= 0.000 ft
=
1,014.44psi
Maximum Deflection
0 <240
270
Ratio = 0 <180
Max Downward Transient Deflection 0.623 in Ratio = 501 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.154 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 26.0 ft 1 0.348 0.111 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.86 465.4 1,336.5 0.45 17.0 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.546 0.167 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.24 1,014.4 1,856.3 0.93 35.5 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.473 0.145 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 5.40 877.1 1,856.3 0.81 30.9 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.118 0.037 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.72 279.2 2,376.0 0.27 10.2 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 4'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.1545 13.000 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 0.993 0.945
Max Upward from Load Combinations 0.993 0.945
Max Upward from Load Cases 0.520 0.520
D Only 0.473 0.425
+D+Lr 0.993 0.945
+D+0.750Lr 0.863 0.815
+0.60D 0.284 0.255
Lr Only 0.520 0.520
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 5'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.0390 k @ 10.0 ft
Point Load : D = 0.0390 k @ 15.0 ft
Point Load : D = 0.0390 k @ 20.0 ft
Point Load : D = 0.0390 k @ 25.0 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.577: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 13.190ft
= 37.10 psi
=
1,856.25psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.175 : 1
= 25.146 ft
=
1,071.40psi
Maximum Deflection
0 <240
257
Ratio = 0 <180
Max Downward Transient Deflection 0.623 in Ratio = 501 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.212 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 26.0 ft 1 0.391 0.122 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 3.21 522.2 1,336.5 0.49 18.6 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.577 0.175 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.59 1,071.4 1,856.3 0.97 37.1 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.503 0.153 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 5.75 934.1 1,856.3 0.85 32.5 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 5'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.2124 13.095 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 0.981 1.035
Max Upward from Load Combinations 0.981 1.035
Max Upward from Load Cases 0.520 0.520
D Only 0.461 0.515
+D+Lr 0.981 1.035
+D+0.750Lr 0.851 0.905
+0.60D 0.277 0.309
Lr Only 0.520 0.520
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 6'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Uniform Load : D = 0.01150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.1170 k @ 1.750 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.538: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 12.905ft
= 37.26 psi
=
1,856.25psi
Section used for this span 4x12
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x12
Maximum Shear Stress Ratio 0.175 : 1
= 0.000 ft
=
999.20psi
Maximum Deflection
0 <240
274
Ratio = 0 <180
Max Downward Transient Deflection 0.623 in Ratio = 501 >=240 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 1.136 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 26.0 ft 1 0.337 0.123 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.77 449.9 1,336.5 0.49 18.7 153.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.538 0.175 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 6.15 999.2 1,856.3 0.98 37.3 212.5 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.464 0.154 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 5.30 861.9 1,856.3 0.86 32.6 212.5 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 26.0 ft 1 0.114 0.041 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.66 269.9 2,376.0 0.30 11.2 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: 4x12 Guard Rail at 6'
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 1.1360 13.000 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 1.039 0.938
Max Upward from Load Combinations 1.039 0.938
Max Upward from Load Cases 0.520 0.520
D Only 0.519 0.418
+D+Lr 1.039 0.938
+D+0.750Lr 0.909 0.808
+0.60D 0.311 0.251
Lr Only 0.520 0.520
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Try a 1/4" plate.

IGLB = 4309 in.4
IST = 1720 in.4
ITR = 6029 in.4
b
d
b'
x
y
yST
yC
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Maximum Stresses:

Max Moment = 91.4 k-ft (per Risa)
σGLB = 2241 psi
σSTL = 26204 psi
Allowable Stresses:

Fb, GLB = 2400 psi
CV = 0.891
CD = 1.25
F'b, GLB = 2673.382 psi
FSTL = 360000 psi
DCRGLB = 0.84 < 1.0, OK
DCRST = 0.07 < 1.0, OK
Connection Design:
q = VQ/I
V = 9417 lb.

Q = Ast*yst
Ast = 22.15 in.2
yst = 10.63 in.

Q = 235.4 in.3
I = 6029 in.4
q = 367.6 lb./in.

Screw Spacing = 2.5 in oc
Load = 919 lb.

Cd = 1.25
n = 2 number of screws
va = 420 lb/screw SDS per ESR-2236
Capacity= 1050 lb.

DCR = 0.88 < 1.0, OK
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Try a 1/4" plate.

IGLB = 4309 in.4
IST = 1720 in.4
ITR = 6029 in.4
b
d
b'
x
y
yST
yC
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Maximum Stresses:

Max Moment = 91.4 k-ft (per Risa)
σGLB = 2241 psi
σSTL = 26204 psi
Allowable Stresses:

Fb, GLB = 2400 psi
CV = 0.891
CD = 1.25
F'b, GLB = 2673.382 psi
FSTL = 360000 psi
DCRGLB = 0.84 < 1.0, OK
DCRST = 0.07 < 1.0, OK
Connection Design:
q = VQ/I
V = 4500 lb.

Q = Ast*yst
Ast = 22.15 in.2
yst = 10.63 in.

Q = 235.4 in.3
I = 6029 in.4
q = 175.7 lb./in.

Screw Spacing = 6 in oc This will need to occur 12' from the ends.

Load = 1054 lb.

Cd = 1.25
n = 2 number of screws
va = 420 lb/screw SDS per ESR-2236
Capacity= 1050 lb.

DCR = 1.00 >1.0, NO GOOD
Since it is within 5%
of exceedance, it is
OK.

COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL Defl
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Existing Glulam Properties: GLB
b= 5.125 in A = 108 in2
d = 21 in I = 3955.219 in4
Ltotal = 38 ft E = 1.8E+06 psi
Spacing = 18.5 ft oc Steel
STL Plate Properties:
bSTL= 5.5 in
dSTL = 0.25 in
A = 1.38 in2
I = 0.007161458 in4
E = 2.9E+07 psi
Transformed Steel Properties:
n = 16.1
b' = 88.6 in. GLB
A' = 22.2 in.2
Transformed Section Properties:
h1 = 12.3 in Transformed Steel
h2 = 8.9 in
IGLB = 4309 in.4
IST = 1720 in.4
ITR = 6029 in.4
b
d
b'
x
y
h2
h1
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL Defl
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Total Deflection:
wDL = 12.7 psf
wLL = 12 psf
wTrib = 222 in
L = 456 in
ΔTR = 1.98 in
Deflection = L/231
P = 542 lbs
a = 141 in
b = 315 in
L = 456 in
x = 141 in
ΔTR = 0.08 in
P = 542 lbs
a = 216 in
b = 240 in
L = 456 in
x = 216 in
ΔTR = 0.10 in
Total Deflection = L/212 > 180, OK
COM-2310004
Job #22689
-----Mechanical Anchorage------
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Mechanical Anchorage
COM-2310004
Job #22689
Rooftop Equipment Anchorage
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
ROOFTOP EQUIPMENT ANCHORAGE OSHPD Project = NO
SEISMIC DEMAND INPUTS (LRFD) ASCE 7-16 Chapter 13 WIND DEMAND INPUTS ASCE 7-16 Chapters 29 Use for rooftop equipment on buildings where h < 60ft
Fp = 0.4apSDSWp(1+2z/hr)/(Rp/Ip) ; Horizontal seismic force on unit Eq 13.3-1 V = 94 mph ; Wind speed Fig 26.5-1A, B, or C Fp,max = 0.789 *Wp = 1.6SDSIpWp Eq 13.3-2 Category = B ; Exposure category §26.7 Fp,min = 0.148 *Wp = 0.3SDSIpWp Eq 13.3-3 B = 90.0 ft ; Building horiz dimension Fv = 0.099 *Wp = 0.2SDSWp ; Vertical seismic force on unit (up or down) §13.3.1 L = 120.0 ft ; Building horiz dimension qh = 0.00256KzKztKdKeV
2 ; Velocity pressure at mean roof height Eq 26.10-1
SDS = 0.493 ; Short period spectral acceleration Kz = 2.01 (15/zg) 2/α ; z < 15 ft ; Velocity pressure coefficient at mean roof height T-26.10-1 Wp = See table ; Unit weight = 2.01 (z/zg)
2/α ; 15 ft ≤ z < zg
Wp,des = 110% *Wp ; Design unit weight Kzt = 1.00 ; Topographic factor §26.8.2 Ip = 1.00 ; Component importance factor §13.1.3 Kd
= See table ; Wind directionality factor T-26.6-1
hr = 14.5 ft ; Mean roof height of structure Ke = 1.00 ; Ground elevation factor T-26.9-1 ap = See table ; Component amplification factor T-13.5-1 or T-13.6-1 α = 7 ; Terrain exposure constant T-26.11-1 Rp = See table ; Component response modification factor T-13.5-1 or T-13.6-1 zg = 1200 ft ; Terrain exposure constant T-26.11-1 Ω0 = See table ; Component overstrength factor T-13.5-1 or T-13.6-1 Fh = qh (GCr)h Af ; Horizontal force on unit due to wind Eq 29.4-2 z = 14.5 ft ; Height in structure of point of attachment (GCr )h = See table 1.9 ; Af
< (0.1Bhroof) 1.0 ; (Bhroof) §29.4.1
Af = max(ℓ, w) * h ; Vertical projected surface area of unit Fv = qh (GCr)v Ar ; Vertical uplift force on unit due to wind Eq 29.4-3 (GCr)v = See table 1.5 ; Ar
< (0.1BL) 1.0 ; (BL) §29.4.1
Ar = ℓ * w ; Horizontal projected surface area of unit

EQUIPMENT DEMANDS
Unit
Tag
Model
# Wp Wp,des
Height
h
Width
w
Length
ℓ ap Rp Ω0 Fp Fp,gov Fp Fv Kd Kz qh Af,w Af,ℓ
Min
Af
/Bhr(GCr)h Fh,w Fh,ℓ Ar Ar/BL (GCr)v Fv
lbs lbs in in in *W p *W p lbs lbs psf ft 2
ft 2
lbs lbs ft 2lbs
HP-1,11 WHC092H 1333 1466 47 53 89 2.50 3.00 1.50 0.493 0.493 723 145 0.90 0.59 12.0 17.3 29.0 0.010 1.90 395 663 32.8 0.003 1.50 590 HP-15 WHC060H 1223 1345 41 53 89 2.50 3.00 1.50 0.493 0.493 663 133 0.90 0.59 12.0 15.1 25.3 0.009 1.90 343 576 32.8 0.003 1.50 588 HP-5 WHC060H 1138 1252 41 53 89 2.50 3.00 1.50 0.493 0.493 617 123 0.90 0.59 12.0 15.1 25.3 0.009 1.90 343 576 32.8 0.003 1.50 588 HP-6 WHC048H 1138 1252 41 53 89 2.50 3.00 1.50 0.493 0.493 617 123 0.90 0.59 12.0 15.1 25.3 0.009 1.90 343 576 32.8 0.003 1.50 588 HP-8 WHC036H 863 949 41 44 70 2.50 3.00 1.50 0.493 0.493 468 94 0.90 0.59 12.0 12.5 19.9 0.007 1.90 285 453 21.4 0.002 1.50 384 HP-3 WHC036H 892 981 41 44 70 2.50 3.00 1.50 0.493 0.493 484 97 0.90 0.59 12.0 12.5 19.9 0.007 1.90 285 453 21.4 0.002 1.50 384

UNIT PROPERTIES SEISMIC DEMANDS WIND DEMANDS
All mechanical units
include curb weight.

COM-2310004
Job #22689
Rooftop Equipment Anchorage
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
ROOFTOP EQUIPMENT ANCHORAGE OSHPD Project = NO

EQUIPMENT OVERTURNING
SEISMIC FORCE EQNS: WIND FORCE EQNS:
x = hcurb+h/2 ; Height to center of gravity ht
= (hcurb+h)/2 ; Height to center of projected area
nw = See table ; Number anchors along the unit width MOT,W,w = Fh,w*ht ; Overturning moment about unit width nℓ = See table ; Number anchors along the unit length MOT,W,ℓ = Fh,ℓ*ht ; Overturning moment about unit length MOT,E = Fp*x ; Overturning moment MR,w = (0.9Wp-Fv)*ℓ/2 ; Resisting moment about the unit width MR,w = (0.9Wp-Fv)*ℓ/2 ; Resisting moment about the unit width MR,ℓ = (0.9Wp-Fv)*w/2 ; Resisting moment about the unit length MR,ℓ = (0.9Wp-Fv)*w/2 ; Resisting moment about the unit length MD,w = (1.1Wp+Fv )*ℓ/2 ; Additive gravity moment about the unit width
MD,w = (1.1Wp+Fv)*ℓ/2 ; Additive gravity moment about the unit width MD,ℓ = (1.1Wp+Fv)*w/2 ; Additive gravity moment about the unit length MD,ℓ = (1.1Wp+Fv)*w/2 ; Additive gravity moment about the unit length Tw = [(MOT,W,w-MR,w)/ℓ]/nw ; Tension demand on anchors along unit width Ω0Tw = [(Ω0MOT,E-MR,w)/ℓ]/nw ; Tension demand on anchors along unit width Tℓ = [(MOT,W,ℓ-MR,ℓ)/w]/nℓ ; Tension demand on anchors along unit length Ω0Tℓ = [(Ω0MOT,E-MR,ℓ)/w]/nℓ ; Tension demand on anchors along unit length Cw = [(MOT,W,w+MD,w)/ℓ]/nw ; Compression demand on anchors along unit width Ω0Cw = [(Ω0MOT,E+MD,w)/ℓ]/nw ; Compression demand on anchors along unit width Cℓ = [(MOT,W,ℓ+MD,ℓ)/w]/nℓ ; Compression demand on anchors along unit length Ω0Cℓ = [(Ω0MOT,E+MD,ℓ)/w]/nℓ ; Compression demand on anchors along unit length Vu = max(Fh,w,Fh,ℓ)/(2*nw+2*nℓ-4) ; Shear demand on anchors Ω0Tu = 1.0*max(Ω0Tw,Ω0Tℓ) + 0.3*min(Ω0Tw,Ω0Tℓ) ; Max anchor tension demand (100%+30%) Ω0Cu = 1.0*max(Ω0Cw,Ω0Cℓ) + 0.3*min(Ω0Cw,Ω0Cℓ) ; Max anchor compression demand (100%+30%) Ω0Vu = 1.3*Ω0Fp/(2*nw+2*nℓ-4) ; Max anchor shear demand (100%+30%) UNFACTORED FORCE EQNS:

Wp = Wp,des/(w*ℓ) ; Distributed area load due to unit weight Fp,OT,w = (MOT,E/ℓ)/w ; Distributed line load along member width due to seismic overturning Fp,OT,ℓ = (MOT,E/w)/ℓ ; Distributed line load along member length due to seismic overturning Fh,OT,w = (MOT,W,w/ℓ)/w ; Distributed line load along member width due to wind overturning Fh,OT,ℓ = (MOT,W,ℓ/w)/ℓ ; Distributed line load along member length due to wind overturning Fv,w = (Fv/2)/w ; Distributed line load along member width due to wind uplift Fv,ℓ = (Fv/2)/ℓ ; Distributed line load along member length due to wind uplift Wp,des hcurb x w ℓ nw nℓ Fp Fv Ω0 MOT,E MR,w MR,ℓ MD,w MD,ℓ Ω0Tw Ω0Tℓ Ω0Cw Ω0Cℓ Ω0Tu Ω0Cu Ω0Vu lbs in in in in lbs lbs k-in k-in k-in k-in k-in lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB HP-1,11 WHC092H 1466 10 33.5 53 89 2 3 723 145 1.50 24.2 52.3 31.1 78.2 46.6 0 33 644 521 33 800 235 HP-15 WHC060H 1345 14 34.5 53 89 2 3 663 133 1.50 22.9 48.0 28.6 71.8 42.7 0 36 596 485 36 741 216 HP-5 WHC060H 1252 10 30.5 53 89 2 3 617 123 1.50 18.8 44.6 26.6 66.8 39.8 0 10 534 428 10 662 201 HP-6 WHC048H 1252 10 30.5 53 89 2 3 617 123 1.50 18.8 44.6 26.6 66.8 39.8 0 10 534 428 10 662 201 HP-8 WHC036H 949 10 30.5 44 70 2 3 468 94 1.50 14.3 26.6 16.7 39.8 25.0 0 35 437 352 35 543 152 HP-3 WHC036H 981 14 34.5 44 70 2 3 484 97 1.50 16.7 27.5 17.3 41.2 25.9 0 59 473 386 59 589 157 ht Fh,w Fh,ℓ Fv MOT,W,w MOT,W,ℓ MR,w MR,ℓ Tw Tℓ Cw Cℓ Vu Tu,max Cu,max Vu,max in lbs lbs lbs k-in k-in k-in k-in lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB lbs/AB HP-1,11 WHC092H 28.5 395 663 590 11.3 18.9 32.5 19.3 0 0 246 240 111 33 800 235 HP-15 WHC060H 27.5 343 576 588 9.4 15.8 27.7 16.5 0 0 209 203 96 36 741 216 HP-5 WHC060H 25.5 343 576 588 8.7 14.7 24.0 14.3 0 3 184 182 96 10 662 201 HP-6 WHC048H 25.5 343 576 588 8.7 14.7 24.0 14.3 0 3 184 182 96 10 662 201 HP-8 WHC036H 25.5 285 453 384 7.3 11.6 16.5 10.4 0 9 170 166 75 35 543 152 HP-3 WHC036H 27.5 285 453 384 7.8 12.5 17.5 11.0 0 11 181 178 75 59 589 157 Wp Fp,OT,w Fh,OT,w Fv,w Fp,OT,ℓ Fh,OT,ℓ Fv,ℓ
psf plf plf plf plf plf plf
HP-1,11 WHC092H 45 62 29 67 62 48 40
HP-15 WHC060H 41 58 24 67 58 40 40
HP-5 WHC060H 38 48 22 67 48 37 40
HP-6 WHC048H 38 48 22 67 48 37 40

UNFACTORED DESIGN FORCES

ALONG UNIT WIDTH ALONG UNIT LENGTH
Unit
Tag
Model
#
Unit
Tag
Model
#

WIND GOVERNING
Unit
Tag
Model
#

UNIT PROPERTIES SEISMIC
w
x
T C
Fp OR Fh
Wp+/- Fv
hcurb
h
Max shear used for
anchorage DCR.

COM-2310004
Job #22689
Rooftop Equipment Anchorage
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
ROOFTOP EQUIPMENT ANCHORAGE OSHPD Project = NO
HP-8 WHC036H 44 56 28 52 56 45 33
HP-3 WHC036H 46 65 31 52 65 49 33
COM-2310004
Job #22689
Rooftop Equipment Anchorage
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
ROOFTOP EQUIPMENT ANCHORAGE OSHPD Project = NO
SEISMIC DEMAND INPUTS (LRFD) ASCE 7-16 Chapter 13 WIND DEMAND INPUTS ASCE 7-16 Chapters 29 Use for rooftop equipment on buildings where h < 60ft
Fp = 0.4apSDSWp(1+2z/hr)/(Rp/Ip) ; Horizontal seismic force on unit Eq 13.3-1 V = 94 mph ; Wind speed Fig 26.5-1A, B, or C Fp,max = 0.789 *Wp = 1.6SDSIpWp Eq 13.3-2 Category = B ; Exposure category §26.7 Fp,min = 0.148 *Wp = 0.3SDSIpWp Eq 13.3-3 B = 90.0 ft ; Building horiz dimension Fv = 0.099 *Wp = 0.2SDSWp ; Vertical seismic force on unit (up or down) §13.3.1 L = 120.0 ft ; Building horiz dimension qh = 0.00256KzKztKdKeV
2 ; Velocity pressure at mean roof height Eq 26.10-1
SDS = 0.493 ; Short period spectral acceleration Kz = 2.01 (15/zg) 2/α ; z < 15 ft ; Velocity pressure coefficient at mean roof height T-26.10-1 Wp = See table ; Unit weight = 2.01 (z/zg)
2/α ; 15 ft ≤ z < zg
Wp,des = 110% *Wp ; Design unit weight Kzt = 1.00 ; Topographic factor §26.8.2 Ip = 1.00 ; Component importance factor §13.1.3 Kd
= See table ; Wind directionality factor T-26.6-1
hr = 14.5 ft ; Mean roof height of structure Ke = 1.00 ; Ground elevation factor T-26.9-1 ap = See table ; Component amplification factor T-13.5-1 or T-13.6-1 α = 7 ; Terrain exposure constant T-26.11-1 Rp = See table ; Component response modification factor T-13.5-1 or T-13.6-1 zg = 1200 ft ; Terrain exposure constant T-26.11-1 Ω0 = See table ; Component overstrength factor T-13.5-1 or T-13.6-1 Fh = qh (GCr)h Af ; Horizontal force on unit due to wind Eq 29.4-2 z = 14.5 ft ; Height in structure of point of attachment (GCr )h = See table 1.9 ; Af
< (0.1Bhroof) 1.0 ; (Bhroof) §29.4.1
Af = max(ℓ, w) * h ; Vertical projected surface area of unit Fv = qh (GCr)v Ar ; Vertical uplift force on unit due to wind Eq 29.4-3 (GCr)v = See table 1.5 ; Ar
< (0.1BL) 1.0 ; (BL) §29.4.1
Ar = ℓ * w ; Horizontal projected surface area of unit

UNIT PROPERTIES SEISMIC DEMANDS WIND DEMANDS
All mechanical units
include curb weight.

COM-2310004
Job #22689
Rooftop Equipment Anchorage
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
ROOFTOP EQUIPMENT ANCHORAGE OSHPD Project = NO

UNFACTORED DESIGN FORCES

ALONG UNIT WIDTH ALONG UNIT LENGTH
Unit
Tag
Model
#
Unit
Tag
Model
#

WIND GOVERNING
Unit
Tag
Model
#

UNIT PROPERTIES SEISMIC
w
x
T C
Fp OR Fh
Wp+/- Fv
hcurb
h
COM-2310004
235 lbs
= 77.3%
304 lbs
1/2" ø lag
screws are OK
by inspection.

COM-2310004
COM-2310004
Job #22689
--------Truss Analysis---------
Engineer: MAAP
3/9/2023
North Sacramento Library - ASCE 7
Truss Analysis
This section focuses on the structural analysis of the large gambrel truss and the two small trusses.

COM-2310004
ZFA Structural Engineers
MAAP
22689
North Sacramento Library Mar 8, 2023 at 2:20 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP22689
North Sacramento Library Mar 8, 2023 at 2:20 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
M16A M17A M18A M19A M20A M21 M22 M23 M24 M25
M26
M27
M28
M29
M31 M30
M32
M33
M34
M35 M36 M37 M38 M39 M40 M41 M42 M43
M44
M45
M46
M47A
M48A
M49A
M50A
M51A
M52A
M85
M86
M87
M88
M90 M89
M91
M92
M93
M94
YZ X
COM-2310004
ZFA Structural Engineers
MAAP22689
North Sacramento Library Mar 8, 2023 at 2:21 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
8X10 8X10 8X10 8X10 8X10 8X10 8X10 8X10 8X10 8X10
8X10
8X10
8X10
8X10
8X10 8X10
8X10
8X10
8X10
8X10 6X8 6X8 6X8 6X8 6X8 6X8 6X8 6X8
1" Rod
1" Rod
1" Rod
1" Rod
1" Rod
1" Rod
1" Rod
1" Rod
1" Rod
8X10
8X10
8X10
8X10
8X10 8X10
8X10
8X10
8X10
8X10
YZ X
COM-2310004
ZFA Structural Engineers
MAAP22689
North Sacramento Library Mar 8, 2023 at 2:22 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
-249.75lb/ft
YZ X
Loads: BLC 1, Roof Dead
COM-2310004
ZFA Structural Engineers
MAAP22689
North Sacramento Library Mar 8, 2023 at 2:23 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
-222lb/ft
YZ X
Loads: BLC 3, Roof Live
COM-2310004
ZFA Structural Engineers
MAAP
22689
North Sacramento Library Mar 8, 2023 at 2:33 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
N41 N51
N52
N53
N54
N55
N56
N57
N58
N59
N60
-246.05lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-246.05lb/ft
-246.05lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-292.3lb/ft
-246.05lb/ft
Y
Z X
Loads: BLC 6, Windward
COM-2310004
ZFA Structural Engineers
MAAP
22689
North Sacramento Library Mar 13, 2023 at 12:19 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
Y
Z X
Results for LC 2, ASCE ASD 1
Deflection: -0.318 in
L
Total Deflection:
2,415
COM-2310004
ZFA Structural Engineers
MAAP
22689
North Sacramento Library Mar 13, 2023 at 12:21 PM
Large Truss Few Pinned 2.0.r2d
N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20
N21
N22
N23
N24
N25
N26
N27
N28
N29
.35 .49 .53 .52 .44 .44 .52 .53 .49 .35
.33
.26 .37 .41
.40
.40
.41 .37 .26
.33
.32
.12
.02
.11
.11
.02
.12
.32
.33
.12
NC
NC
.01
NC
NC
.12
.33
Y
Z X
Code Check
( LC 4 )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75

0.-.50
Member Code Checks Displayed
Results for LC 4, ASCE ASD 3 (a)
Please see the DCR checked
for 1" ø Reinforcement Rods.

COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Wood Section Sets
Label Shape Type Design List Material Design Rules A [in2] I (90,270) ...I (0,180) [i...

WEB B 2X2 VBrace Rectangular DF Typical 2.25 0.422 0.422 CHORD B 2X4 Beam None DF Typical 5.25 0.984 5.359
CHORD D 8X10 Beam None DF Typical 71.25 333.984 535.859 WEB D 6X8 VBrace Rectangular DF Typical 41.25 103.984 193.359 Joint Coordinates and Temperatures
Label X [in] Y [in] Temp [F]
N10 100
N11 76 100
N12 154 100
N13 232 100
N14 312 100
N15 384 100
N16 456 100
N17 536 100
N18 614 100
10 N19 692 100
11 N20 768 100
12 N21 76 151
13 N22 154 162.902597
14 N23 232 174.805195
15 N24 312 187.012987
16 N25 384 198
17 N26 456 187.012987
18 N27 536 174.805195
19 N28 614 162.902597
20 N29 692 151
21 N41 250
22 N51 768 250
23 N52 76 301
24 N53 154 312.902597
25 N54 232 324.805195
26 N55 312 337.012987
27 N56 384 348
28 N57 456 337.012987
29 N58 536 324.805195
30 N59 614 312.902597
31 N60 692 301
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed Roof Dead DL 20
Roof Live RLL 20
Seismic Load EL
Windward WL+Y 20
Leeward WL-Y 20
Self-W eight DL
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 1 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Load Combinations
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

Load Combination Design
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
10 ASC E ASD 5 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 11 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 13 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 ASC E ASD 7 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
15 ASC E ASD 8 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
16 ASC E ASD 9 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
17 ASC E ASD 10 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
18 DL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
19 ASC E ASD +... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
20 ASC E ASD -... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
21 RLL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
22 WL+Y ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
23 WL-Y ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 2 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination)
LC Node Label X [lb] Y [lb] MZ [k-ft]
N10 8389.339
N20 8389.339
N41 952.442
N51 952.442
N52 1600.111 LOCKED
N53 1861.931
N54 1581.908
N55 1811.527
N56 1162.84 LOCKED
10 N57 1811.527
11 N58 1581.908
12 N59 1861.931
13 N60 1600.111 LOCKED
14 N29 NC NC LOCKED
15 N25 NC NC LOCKED
16 N21 NC NC LOCKED
17 Totals: 33557.355
18 COG (in): X: 384 Y: 238.374
19 N10 8389.339
20 N20 8389.339
21 N41 952.442
22 N51 952.442
23 N52 1600.111 LOCKED
24 N53 1861.931
25 N54 1581.908
26 N55 1811.527
27 N56 1162.84 LOCKED
28 N57 1811.527
29 N58 1581.908
30 N59 1861.931
31 N60 1600.111 LOCKED
32 N29 NC NC LOCKED
33 N25 NC NC LOCKED
34 N21 NC NC LOCKED
35 Totals: 33557.355
36 COG (in): X: 384 Y: 238.374
37 N10 15846.529
38 N20 15846.529
39 N41 1799.057
40 N51 1799.057
41 N52 3022.431 LOCKED
42 N53 3516.981
43 N54 2988.048
44 N55 3421.774
45 N56 2196.476 LOCKED
46 N57 3421.774
47 N58 2988.048
48 N59 3516.981
49 N60 3022.431 LOCKED
50 N29 NC NC LOCKED
51 N25 NC NC LOCKED
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 3 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
52 N21 NC NC LOCKED
53 Totals: 63386.116
54 COG (in): X: 384 Y: 238.374
55 N10 8389.339
56 N20 8389.339
57 N41 952.442
58 N51 952.442
59 N52 1600.111 LOCKED
60 N53 1861.931
61 N54 1581.908
62 N55 1811.527
63 N56 1162.84 LOCKED
64 N57 1811.527
65 N58 1581.908
66 N59 1861.931
67 N60 1600.111 LOCKED
68 N29 NC NC LOCKED
69 N25 NC NC LOCKED
70 N21 NC NC LOCKED
71 Totals: 33557.355
72 COG (in): X: 384 Y: 238.374
73 N10 8389.339
74 N20 8389.339
75 N41 952.442
76 N51 952.442
77 N52 1600.111 LOCKED
78 N53 1861.931
79 N54 1581.908
80 N55 1811.527
81 N56 1162.84 LOCKED
82 N57 1811.527
83 N58 1581.908
84 N59 1861.931
85 N60 1600.111 LOCKED
86 N29 NC NC LOCKED
87 N25 NC NC LOCKED
88 N21 NC NC LOCKED
89 Totals: 33557.355
90 COG (in): X: 384 Y: 238.374
91 N10 13982.231
92 N20 13982.231
93 N41 1587.403
94 N51 1587.403
95 N52 2666.851 LOCKED
96 N53 3103.218
97 N54 2636.513
98 N55 3019.212
99 N56 1938.067 LOCKED
100 N57 3019.212
101 N58 2636.513
102 N59 3103.218
103 N60 2666.851 LOCKED
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 4 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
104 N29 NC NC LOCKED
105 N25 NC NC LOCKED
106 N21 NC NC LOCKED
107 Totals: 55928.926
108 COG (in): X: 384 Y: 238.374
109 N10 8389.339
110 N20 8389.339
111 N41 952.442
112 N51 952.442
113 N52 1600.111 LOCKED
114 N53 1861.931
115 N54 1581.908
116 N55 1811.527
117 N56 1162.84 LOCKED
118 N57 1811.527
119 N58 1581.908
120 N59 1861.931
121 N60 1600.111 LOCKED
122 N29 NC NC LOCKED
123 N25 NC NC LOCKED
124 N21 NC NC LOCKED
125 Totals: 33557.355
126 COG (in): X: 384 Y: 238.374
127 N10 8389.339
128 N20 8389.339
129 N41 952.442
130 N51 952.442
131 N52 1600.111 LOCKED
132 N53 1861.931
133 N54 1581.908
134 N55 1811.527
135 N56 1162.84 LOCKED
136 N57 1811.527
137 N58 1581.908
138 N59 1861.931
139 N60 1600.111 LOCKED
140 N29 NC NC LOCKED
141 N25 NC NC LOCKED
142 N21 NC NC LOCKED
143 Totals: 33557.355
144 COG (in): X: 384 Y: 238.374
145 10 N10 8389.339
146 10 N20 8389.339
147 10 N41 952.442
148 10 N51 952.442
149 10 N52 1600.111 LOCKED
150 10 N53 1861.931
151 10 N54 1581.908
152 10 N55 1811.527
153 10 N56 1162.84 LOCKED
154 10 N57 1811.527
155 10 N58 1581.908
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 5 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
156 10 N59 1861.931
157 10 N60 1600.111 LOCKED
158 10 N29 NC NC LOCKED
159 10 N25 NC NC LOCKED
160 10 N21 NC NC LOCKED
161 10 Totals: 33557.355
162 10 COG (in): X: 384 Y: 238.374
163 11 N10 13982.231
164 11 N20 13982.231
165 11 N41 1587.403
166 11 N51 1587.403
167 11 N52 2666.851 LOCKED
168 11 N53 3103.218
169 11 N54 2636.513
170 11 N55 3019.212
171 11 N56 1938.067 LOCKED
172 11 N57 3019.212
173 11 N58 2636.513
174 11 N59 3103.218
175 11 N60 2666.851 LOCKED
176 11 N29 NC NC LOCKED
177 11 N25 NC NC LOCKED
178 11 N21 NC NC LOCKED
179 11 Totals: 55928.926
180 11 COG (in): X: 384 Y: 238.374
181 12 N10 8389.339
182 12 N20 8389.339
183 12 N41 952.442
184 12 N51 952.442
185 12 N52 1600.111 LOCKED
186 12 N53 1861.931
187 12 N54 1581.908
188 12 N55 1811.527
189 12 N56 1162.84 LOCKED
190 12 N57 1811.527
191 12 N58 1581.908
192 12 N59 1861.931
193 12 N60 1600.111 LOCKED
194 12 N29 NC NC LOCKED
195 12 N25 NC NC LOCKED
196 12 N21 NC NC LOCKED
197 12 Totals: 33557.355
198 12 COG (in): X: 384 Y: 238.374
199 13 N10 8389.339
200 13 N20 8389.339
201 13 N41 952.442
202 13 N51 952.442
203 13 N52 1600.111 LOCKED
204 13 N53 1861.931
205 13 N54 1581.908
206 13 N55 1811.527
207 13 N56 1162.84 LOCKED
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 6 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
208 13 N57 1811.527
209 13 N58 1581.908
210 13 N59 1861.931
211 13 N60 1600.111 LOCKED
212 13 N29 NC NC LOCKED
213 13 N25 NC NC LOCKED
214 13 N21 NC NC LOCKED
215 13 Totals: 33557.355
216 13 COG (in): X: 384 Y: 238.374
217 14 N10 5033.603
218 14 N20 5033.603
219 14 N41 571.465
220 14 N51 571.465
221 14 N52 960.066 LOCKED
222 14 N53 1117.159
223 14 N54 949.145
224 14 N55 1086.916
225 14 N56 697.704 LOCKED
226 14 N57 1086.916
227 14 N58 949.145
228 14 N59 1117.159
229 14 N60 960.066 LOCKED
230 14 N29 NC NC LOCKED
231 14 N25 NC NC LOCKED
232 14 N21 NC NC LOCKED
233 14 Totals: 20134.413
234 14 COG (in): X: 384 Y: 238.374
235 15 N10 8389.339
236 15 N20 8389.339
237 15 N41 952.442
238 15 N51 952.442
239 15 N52 1600.111 LOCKED
240 15 N53 1861.931
241 15 N54 1581.908
242 15 N55 1811.527
243 15 N56 1162.84 LOCKED
244 15 N57 1811.527
245 15 N58 1581.908
246 15 N59 1861.931
247 15 N60 1600.111 LOCKED
248 15 N29 NC NC LOCKED
249 15 N25 NC NC LOCKED
250 15 N21 NC NC LOCKED
251 15 Totals: 33557.355
252 15 COG (in): X: 384 Y: 238.374
253 16 N10 8389.339
254 16 N20 8389.339
255 16 N41 952.442
256 16 N51 952.442
257 16 N52 1600.111 LOCKED
258 16 N53 1861.931
259 16 N54 1581.908
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 7 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
260 16 N55 1811.527
261 16 N56 1162.84 LOCKED
262 16 N57 1811.527
263 16 N58 1581.908
264 16 N59 1861.931
265 16 N60 1600.111 LOCKED
266 16 N29 NC NC LOCKED
267 16 N25 NC NC LOCKED
268 16 N21 NC NC LOCKED
269 16 Totals: 33557.355
270 16 COG (in): X: 384 Y: 238.374
271 17 N10 5033.603
272 17 N20 5033.603
273 17 N41 571.465
274 17 N51 571.465
275 17 N52 960.066 LOCKED
276 17 N53 1117.159
277 17 N54 949.145
278 17 N55 1086.916
279 17 N56 697.704 LOCKED
280 17 N57 1086.916
281 17 N58 949.145
282 17 N59 1117.159
283 17 N60 960.066 LOCKED
284 17 N29 NC NC LOCKED
285 17 N25 NC NC LOCKED
286 17 N21 NC NC LOCKED
287 17 Totals: 20134.413
288 17 COG (in): X: 384 Y: 238.374
289 18 N10 8389.339
290 18 N20 8389.339
291 18 N41 952.442
292 18 N51 952.442
293 18 N52 1600.111 LOCKED
294 18 N53 1861.931
295 18 N54 1581.908
296 18 N55 1811.527
297 18 N56 1162.84 LOCKED
298 18 N57 1811.527
299 18 N58 1581.908
300 18 N59 1861.931
301 18 N60 1600.111 LOCKED
302 18 N29 NC NC LOCKED
303 18 N25 NC NC LOCKED
304 18 N21 NC NC LOCKED
305 18 Totals: 33557.355
306 18 COG (in): X: 384 Y: 238.374
307 19 N10 10713.13
308 19 N20 10713.13
309 19 N41 1134.464
310 19 N51 1134.464
311 19 N52 1977.873 LOCKED
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 8 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
312 19 N53 2424.648
313 19 N54 2059.995
314 19 N55 2359.011
315 19 N56 1514.276 LOCKED
316 19 N57 2359.011
317 19 N58 2059.995
318 19 N59 2424.648
319 19 N60 1977.873 LOCKED
320 19 N29 NC NC LOCKED
321 19 N25 NC NC LOCKED
322 19 N21 NC NC LOCKED
323 19 Totals: 42852.519
324 19 COG (in): X: 384 Y: 239.122
325 20 N10 -747.517
326 20 N20 -747.517
327 20 N41 -42.331
328 20 N51 -42.331
329 20 N52 -108.537 LOCKED
330 20 N53 -190.331
331 20 N54 -161.706
332 20 N55 -185.178
333 20 N56 -118.868 LOCKED
334 20 N57 -185.178
335 20 N58 -161.706
336 20 N59 -190.331
337 20 N60 -108.537 LOCKED
338 20 N29 NC NC LOCKED
339 20 N25 NC NC LOCKED
340 20 N21 NC NC LOCKED
341 20 Totals: -2990.068
342 20 COG (in): X: 384 Y: 243.95
343 21 N10 7457.19
344 21 N20 7457.19
345 21 N41 846.615
346 21 N51 846.615
347 21 N52 1422.321 LOCKED
348 21 N53 1655.05
349 21 N54 1406.14
350 21 N55 1610.246
351 21 N56 1033.636 LOCKED
352 21 N57 1610.246
353 21 N58 1406.14
354 21 N59 1655.05
355 21 N60 1422.321 LOCKED
356 21 N29 NC NC LOCKED
357 21 N25 NC NC LOCKED
358 21 N21 NC NC LOCKED
359 21 Totals: 29828.76
360 21 COG (in): X: 384 Y: 238.374
361 22 N10 9465.877
362 22 N20 9465.877
363 22 N41 938.332
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 9 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 2:36 PM
Job Number : 22689 Checked By:_____
Model Name : North Sacramento Library
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
364 22 N51 938.332
365 22 N52 1696.344 LOCKED
366 22 N53 2179.149
367 22 N54 1851.418
368 22 N55 2120.158
369 22 N56 1360.954 LOCKED
370 22 N57 2120.158
371 22 N58 1851.418
372 22 N59 2179.149
373 22 N60 1696.344 LOCKED
374 22 N29 NC NC LOCKED
375 22 N25 NC NC LOCKED
376 22 N21 NC NC LOCKED
377 22 Totals: 37863.509
378 22 COG (in): X: 384 Y: 239.785
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Large Truss\Large Truss Few Pinned 2.0.r2d] Page 10 Nodes and Loads in the Y-Axis that were highlighted were used for the 1" ø Rod Reinforcement Calculations.

COM-2310004
COM-2310004
COM-2310004
Job #22689
1" ø Rod Reinforcement
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Desired Spacing 8 in
SDS Screw
Screw Capacity 368 lbs
Rod DL RLL WL+Y Load Length (in) Linear Load
(lbs/in)
Wanted
Spacing (in)
# of Screws
both sides
Total Screw
Strength (lbs)
Min Screw
Strength (lbs) DCR
1 1600 1422 1696 3429.7 51 67.2 8 12 4416 4416 0.78
2 1862 1655 2179 4083.8 62.903 64.9 8 14 5152 4416 0.92 3 1582 1406 1851 3469.45 74.805 46.4 8 18 6624 4416 0.79 4 1812 1610 2120 3973.5 87.013 45.7 8 20 7360 4416 0.90 1/4x4 1/2
(E) DBL 4x10
(E) DBL 4x10
(E) DBL 6x8
(E) 6x8
(E) DBL 4x10
¢
(E) 6x8
(E) 6x8
(E) 6x8
(E) 6x8
(E) 6x8
(E) 6x8
(E) 6x8
(E) 6x8
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
(E) 1"ø ROD
3x6 EA SIDE OF (E) ROD, TYP
(E) BRIDGING AS OCCURS, VIF 1 S3.1
3 S3.1
3 3 S3.1 S3.1
3 S3.1
3 S3.1
3 S3.1
3 S3.1
3 S3.1
A 3/8" = 1'-0"

GAMBREL TRUSS ELEVATION
A
A
A35 CLIP ES T&B
(2) SDS x 4Ï" LONG SCREWS @ 8"oc
1" MIN

EDGE DIST, TYP
1" MIN

SPCG, TYP
1" MIN

EDGE DIST, TYP
3 3/4" = 1'-0"
1" ø ROD REINFORCEMENT 1 2 3 4
230 lbs x CD =
230 lbs x (1.6) =
368 lbs
COM-2310004
ZFA Structural Engineers
MAAP22689
Small Truss Mar 8, 2023 at 12:23 PM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
M1
M2
M3
M4
M5
M6
M12 M11 M10 M9 M8 M7
M13
M14
M15
M16M17
M18M19
M20
YZ X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 12:25 PM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
2X4 2X4
2X4
2X4
2X4
2X4
2X2
2X4 2X4 2X4 2X4 2X4
2X2
2X2
2X2
2X2
2X2
2X2
2X2
2X2
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 12:22 PM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 12:25 PM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
-23lb/ft -23lb/ft
-23lb/ft
-23lb/ft
-23lb/ft-23lb/ft
Y
Z X
Loads: BLC 1, Roof Dead Load
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 12:26 PM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
-40lb/ft -40lb/ft
-40lb/ft
-40lb/ft
-40lb/ft-40lb/ft
Y
Z X
Loads: BLC 2, Roof Live Load
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 13, 2023 at 11:48 AM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
.41 .64

1.00 .67 .56 .80
.66 .64 .30 .29 .03
.23
NC
.01
.07
.11
.46
.29
.68
.40
Y
Z X
Code Check
( Env )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75

0.-.50
Member Code Checks Displayed (Enveloped)
Results for LC 3, ASCE ASD 3 (a)
Please see M13 check
for actual DCR.

COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 13, 2023 at 10:42 AM
Small Truss R2.r2d
N1 N2 N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
Y
Z X
Results for LC 3, ASCE ASD 3 (a)
Deflection: -0.572 in
L
Total Deflection:
500
COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 12:28 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Wood Section Sets
Label Shape Type Design List Material Design Rules A [in2] I (90,270) ...I (0,180) [i...

WEB B 2X2 VBrace Rectangular DF Typical 2.25 0.422 0.422 CHORD B 2X4 Beam Rectangular DF Typical 5.25 0.984 5.359 Joint Coordinates and Temperatures
Label X [in] Y [in] Temp [F]
N1
N2 68
N3 140
N4 203.75
N5 213.75
N6 286
N7 68 14.914029
N8 140 21.175942
N9 203.75 26.720345
10 N10 213.75 27.590055
11 N11 286 34
12 N12
13 N13 -3 8.737762
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed Roof Dead Load DL
Roof Live Load RLL
Windward Load WL+Y
Seismic Load EL
Leeward Load WL-Y
Self-W eight DL
Load Combinations
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

ASC E AS... Yes DL
ASC E AS... Yes DL LL LLS
ASC E AS... Yes DL RLL
ASC E AS... Yes DL SL SLN
ASC E AS... Yes DL RL
ASC E AS... Yes DL LL 0.75 LLS 0.75 RLL 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 SL 0.75 SLN 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 RL 0.75
ASC E AS... DL W... 0.6
10 ASC E AS... DL W... 0.6
11 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
12 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
13 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 14 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 15 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
16 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss R2.r2d] Page 1 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 12:28 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Load Combinations (Continued)
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 17 ASC E AS... DL 0.6 W... 0.6
18 ASC E AS... DL 0.6 W... 0.6
19 ASC E AS... DL EL 0.7
20 ASC E AS... DL EL 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 ASC E AS... DL 0.6 EL 0.7
22 DL ONLY DL
23 RLL ONLY RLL
24 WL+Y ON... W...
25 EL ONLY EL
Load Combination Design
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless ASC E ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 5 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
10 ASC E ASD 5... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
11 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
13 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
15 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
17 ASC E ASD 7 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
18 ASC E ASD 7A 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
19 ASC E ASD 8 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
20 ASC E ASD 9 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
21 ASC E ASD 10 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
22 DL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
23 RLL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
24 WL+Y ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
25 EL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
Node R eactions (By Combination)
LC Node Label X [lb] Y [lb] MZ [k-ft]
N6 319.044
N13 316.931
Totals: 635.974
COG (in): X: 141.98 Y: 20.041
N6 319.044
N13 316.931
Totals: 635.974
COG (in): X: 141.98 Y: 20.041
N6 802.561
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss R2.r2d] Page 2 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 12:28 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
10 N13 800.42
11 Totals: 1602.981
12 COG (in): X: 141.693 Y: 20.814
13 N6 319.044
14 N13 316.931
15 Totals: 635.974
16 COG (in): X: 141.98 Y: 20.041
17 N6 319.044
18 N13 316.931
19 Totals: 635.974
20 COG (in): X: 141.98 Y: 20.041
21 N6 681.681
22 N13 679.548
23 Totals: 1361.229
24 COG (in): X: 141.726 Y: 20.724
25 N6 319.044
26 N13 316.931
27 Totals: 635.974
28 COG (in): X: 141.98 Y: 20.041
29 N6 319.044
30 N13 316.931
31 Totals: 635.974
32 COG (in): X: 141.98 Y: 20.041
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss R2.r2d] Page 3 COM-2310004
COM-2310004
Splice calculations done for this truss
were applied towards the "Small Truss -26 in Vert Brace" as seen in detailC/S3.1.

COM-2310004
(5 Screws) x (170 lbs/screw) =
850 lbs
M17 DCR
794 lbs
= 93.4%
850 lbs
M15 DCR
591 lbs
= 69.5%
850 lbs
M19 lbs
311 lbs
= 36.6%
850 lbs
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Option 2 Small Truss
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Point Load : D = 0.370, Lr = 0.5940 k @ 5.667 ft
Point Load : D = 0.3190, Lr = 0.5040 k @ 11.667 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.694: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 10.465ft
= 47.83 psi
=
2,025.00psi
Section used for this span 4x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 212.50 psi
Section used for this span 4x10
Maximum Shear Stress Ratio 0.225 : 1
= 0.000 ft
=
1,406.21psi
Maximum Deflection
0 <360
223
Ratio = 0 <180
Max Downward Transient Deflection 0.580 in Ratio = 382 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.995 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.50 ft 1 0.402 0.131 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.44 586.6 1,458.0 0.43 20.1 153.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.50 ft 1 0.694 0.225 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 5.85 1,406.2 2,025.0 1.03 47.8 212.5 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.50 ft 1 0.593 0.192 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 5.00 1,201.3 2,025.0 0.88 40.9 212.5 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.50 ft 1 0.136 0.044 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.46 352.0 2,592.0 0.26 12.1 272.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Option 2 Small Truss
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.9948 9.182 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 1.038 0.879
Max Upward from Load Combinations 1.038 0.879
Max Upward from Load Cases 0.598 0.500
D Only 0.439 0.379
+D+Lr 1.038 0.879
+D+0.750Lr 0.888 0.754
+0.60D 0.264 0.228
Lr Only 0.598 0.500
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 1:34 PM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
M1
M2
M3
M6
M12
M11 M10 M7 M14
M15
M16
M17
M18
M19
M20
M20A
M17A
M18A
M19A
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 1:36 PM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
2X4 2X4
2X4
2X4
2X2
2X4 2X4 2X4 2X2
2X2
2X2
2X2
2X2
2X2
2X2
2X4
2X4
2X4
2X2
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 1:31 PM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
Y
Z X
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 1:36 PM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
-17.25lb/ft -17.25lb/ft
-17.25lb/ft
-17.25lb/ft
-17.25lb/ft
Y
Z X
Loads: BLC 1, Roof Dead Load
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 8, 2023 at 1:37 PM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
-30lb/ft -30lb/ft
-30lb/ft
-30lb/ft
-30lb/ft
Y
Z X
Loads: BLC 2, Roof Live Load
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 13, 2023 at 11:33 AM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
.09 .37 .44 .70
.36 .83 .42
.03
.05
.30
.11
.37
.03
NC
.17
.01

1.00 3.40
.25
Y
Z X
Code Check
( LC 3 )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75

0.-.50
Member Code Checks Displayed
Results for LC 3, ASCE ASD 3 (a)
Please see M18A
check for actual DCR
Please see M19
check for actual DCR
COM-2310004
ZFA Structural Engineers
MAAP
22689
Small Truss Mar 13, 2023 at 10:14 AM
Small Truss - 26 in Vert Brace.r2d
N1B
N1 N1A N2 N3 N5 N6
N7
N8
N10A
N9
N10
N11
N13 N12
Y
Z X
Results for LC 1, ASCE ASD 1
Deflection: -0.274 in
L
Total Deflection:
744
COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 1:39 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Wood Section Sets
Label Shape Type Design List Material Design Rules A [in2] I (90,270) ...I (0,180) [i...

WEB B.2 2X4 VBrace Rectangular DF Typical 5.25 0.984 5.359 WEB B 2X2 VBrace Rectangular DF Typical 2.25 0.422 0.422 CHORD B 2X4 Beam Rectangular DF Typical 5.25 0.984 5.359 Joint Coordinates and Temperatures
Label X [in] Y [in] Temp [F]
N1B 26 11.261246
N1A 26
N1
N2 68
N3 140
N5 213.75
N6 286
N7 68 14.914029
N8 140 21.175942
10 N10A 203.75 26.7203
11 N9 203.75
12 N10 213.75 27.590055
13 N11 286 34
14 N12
15 N13 -3 8.737762
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed Roof Dead Load DL
Roof Live Load RLL
Windward Load WL+Y
Seismic Load EL
Leeward Load WL-Y
Self-W eight DL
Load Combinations
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

ASC E AS... Yes DL
ASC E AS... Yes DL LL LLS
ASC E AS... Yes DL RLL
ASC E AS... Yes DL SL SLN
ASC E AS... Yes DL RL
ASC E AS... Yes DL LL 0.75 LLS 0.75 RLL 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 SL 0.75 SLN 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 RL 0.75
ASC E AS... DL W... 0.6
10 ASC E AS... DL W... 0.6
11 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
12 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
13 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Small Truss\Small Truss - 26 in Vert B race.r2d] Page 1 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 1:39 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Load Combinations (Continued)
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact... 14 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 15 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
16 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
17 ASC E AS... DL 0.6 W... 0.6
18 ASC E AS... DL 0.6 W... 0.6
19 ASC E AS... DL EL 0.7
20 ASC E AS... DL EL 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 ASC E AS... DL 0.6 EL 0.7
22 DL ONLY DL
23 RLL ONLY RLL
24 WL+Y ON... W...
25 EL ONLY EL
Load Combination Design
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless ASC E ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 5 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
10 ASC E ASD 5... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
11 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
13 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
15 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
17 ASC E ASD 7 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
18 ASC E ASD 7A 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
19 ASC E ASD 8 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
20 ASC E ASD 9 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
21 ASC E ASD 10 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
22 DL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
23 RLL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
24 WL+Y ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
25 EL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
Node R eactions
LC Node Label X [lb] Y [lb] MZ [k-ft]
N6 80.92 -178.945 LOCKED
N13 75.393 LOCKED
N9 -80.92 599.761
N11 NC NC LOCKED
N1 NC NC LOCKED
Totals: 496.21
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Small Truss\Small Truss - 26 in Vert B race.r2d] Page 2 COM-2310004
Company : ZFA Structural Engineers Mar 8, 2023
Designer : MAAP 1:39 PM
Job Number : 22689 Checked By:_____
Model Name : Small Truss
Node R eactions (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
COG (in): X: 142.676 Y: 19.712
N6 80.92 -178.945 LOCKED
N13 75.393 LOCKED
10 N9 -80.92 599.761
11 N11 NC NC LOCKED
12 N1 NC NC LOCKED
13 Totals: 496.21
14 COG (in): X: 142.676 Y: 19.712
15 N6 200.274 -446.058 LOCKED
16 N13 187.481 LOCKED
17 N9 -200.274 1480.042
18 N11 NC NC LOCKED
19 N1 NC NC LOCKED
20 Totals: 1221.465
21 COG (in): X: 141.98 Y: 20.668
22 N6 80.92 -178.945 LOCKED
23 N13 75.393 LOCKED
24 N9 -80.92 599.761
25 N11 NC NC LOCKED
26 N1 NC NC LOCKED
27 Totals: 496.21
28 COG (in): X: 142.676 Y: 19.712
29 N6 80.92 -178.945 LOCKED
30 N13 75.393 LOCKED
31 N9 -80.92 599.761
32 N11 NC NC LOCKED
33 N1 NC NC LOCKED
34 Totals: 496.21
35 COG (in): X: 142.676 Y: 19.712
36 N6 170.435 -379.279 LOCKED
37 N13 159.459 LOCKED
38 N9 -170.435 1259.972
39 N11 NC NC LOCKED
40 N1 NC NC LOCKED
41 Totals: 1040.151
42 COG (in): X: 142.063 Y: 20.554
43 N6 80.92 -178.945 LOCKED
44 N13 75.393 LOCKED
45 N9 -80.92 599.761
46 N11 NC NC LOCKED
47 N1 NC NC LOCKED
48 Totals: 496.21
49 COG (in): X: 142.676 Y: 19.712
50 N6 80.92 -178.945 LOCKED
51 N13 75.393 LOCKED
52 N9 -80.92 599.761
53 N11 NC NC LOCKED
54 N1 NC NC LOCKED
55 Totals: 496.21
56 COG (in): X: 142.676 Y: 19.712
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\...\RISA\Small Truss\Small Truss - 26 in Vert B race.r2d] Page 3 COM-2310004
COM-2310004
ZFA Structural Engineers
MAAP
22689
New Small Truss May 2, 2023 at 2:36 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
M1
M2
M3
M4
M5
M6
M12
M11 M10 M9 M8 M7 M14M16M18
M20
Y
Z X
Results for LC 3, ASCE ASD 3 (a)
Z-moment Reaction Units are lb and k-ft
COM-2310004
ZFA Structural Engineers
MAAP22689
New Small Truss May 2, 2023 at 2:36 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
2X4 2X4
2X4
2X4
2X4
2X6
2X4 2X4 2X4 2X4 2X4 2X4
2X4
2X4
2X4
2X4
YZ X
Results for LC 3, ASCE ASD 3 (a) Z-moment Reaction Units are lb and k-ft COM-2310004
ZFA Structural Engineers
MAAP22689
New Small Truss May 2, 2023 at 2:44 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
YZ X
Results for LC 3, ASCE ASD 3 (a) Z-moment Reaction Units are lb and k-ft COM-2310004
ZFA Structural Engineers
MAAP
22689
New Small Truss May 2, 2023 at 2:42 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
.31 .39 .46 .46 .39 .21
.03 .09 .38 .37 .33
.07
.04
.05
.07
.04
Y
Z X
Code Check
( LC 3 )
No Calc
> 1.0
.90-1.0
.75-.90
.50-.75

0.-.50
Member Code Checks Displayed
Results for LC 3, ASCE ASD 3 (a)
Z-moment Reaction Units are lb and k-ft
COM-2310004
ZFA Structural Engineers
MAAP22689
New Small Truss May 2, 2023 at 2:45 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
-23lb/ft -23lb/ft
-23lb/ft
-23lb/ft
-23lb/ft-23lb/ft
YZ X
Loads: BLC 1, Roof Dead Load
COM-2310004
ZFA Structural Engineers
MAAP22689
New Small Truss May 2, 2023 at 2:46 PM
Small Truss New R1.r2d
N1 N2 N2A N3 N4 N5 N6
N7
N8
N9 N10
N11
N13 N12
-40lb/ft -40lb/ft
-40lb/ft
-40lb/ft
-40lb/ft-40lb/ft
YZ X
Loads: BLC 2, Roof Live Load
Because the new truss will have amember underneath to support it,please look at the deflection of"Option 2 Small Truss" to reviewit's deflection check.

COM-2310004
Company : ZFA Structural Engineers May 2, 2023
Designer : MAAP 2:47 PM
Job Number : 22689 Checked By:_____
Model Name : New Small Truss
Wood Section Sets
Label Shape Type Design List Material Design Rules A [in2] I (90,270) ...I (0,180) [i...

WEB B 2X4 VBrace Rectangular DF Typical 5.25 0.984 5.359 CHORD B 2X4 Beam Rectangular DF Typical 5.25 0.984 5.359 Wood Design Parameters
Label Shape Length[... Le-out[in] Le-in[in] le-bend to... le-bend bo... K-out K-in CV Cr Out sw... In sway M1 CHORD B 3.011 Lb out
M2 CHORD B 68.257 Lb out
M3 CHORD B 72.272 Lb out
M4 CHORD B 63.991 Lb out
M5 CHORD B 10.038 Lb out
M6 2X6 72.534 Lb out
M7 CHORD B 72.25 Lb out
M8 CHORD B 10 Lb out
M9 CHORD B 63.75 Lb out
10 M10 CHORD B 72 Lb out
11 M11 CHORD B 68 Lb out
12 M12 WEB B
13 M14 WEB B 14.914
14 M16 WEB B 21.176
15 M18 WEB B 27.59
16 M20 WEB B 34
Joint Coordinates and Temperatures
Label X [in] Y [in] Temp [F]
N1
N2A 104
N2 68
N3 140
N4 203.75
N5 213.75
N6 286
N7 68 14.914029
N8 140 21.175942
10 N9 203.75 26.720345
11 N10 213.75 27.590055
12 N11 286 34
13 N12
14 N13 -3 8.737762
Basic Load Cases
BLC Description Category X Gravity Y Gravity Joint Point Distributed Roof Dead Load DL
Roof Live Load RLL
Windward Load WL+Y
Seismic Load EL
Leeward Load WL-Y
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss New R1.r2d] Page 1 COM-2310004
Company : ZFA Structural Engineers May 2, 2023
Designer : MAAP 2:48 PM
Job Number : 22689 Checked By:_____
Model Name : New Small Truss
Basic Load Cases (C ontinued)
BLC Description Category X Gravity Y Gravity Joint Point Distributed Self-W eight DL
Load Combinations
Description Sol...PD...SR...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...BLC Fact...

ASC E AS... Yes DL
ASC E AS... Yes DL LL LLS
ASC E AS... Yes DL RLL
ASC E AS... Yes DL SL SLN
ASC E AS... Yes DL RL
ASC E AS... Yes DL LL 0.75 LLS 0.75 RLL 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 SL 0.75 SLN 0.75
ASC E AS... Yes DL LL 0.75 LLS 0.75 RL 0.75
ASC E AS... DL W... 0.6
10 ASC E AS... DL W... 0.6
11 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
12 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RLL 0.75
13 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 14 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 15 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
16 ASC E AS... DL W... 0.45 LL 0.75 LLS 0.75 RL 0.75
17 ASC E AS... DL 0.6 W... 0.6
18 ASC E AS... DL 0.6 W... 0.6
19 ASC E AS... DL EL 0.7
20 ASC E AS... DL EL 0.525 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 21 ASC E AS... DL 0.6 EL 0.7
22 DL ONLY Yes DL
23 RLL ONLY Yes RLL
24 WL+Y ON... W...
25 EL ONLY EL
Load Combination Design
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless ASC E ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 3 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.25 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 4 (... 1.15 Yes Yes Yes Yes Yes Yes Yes Yes
ASC E ASD 5 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
10 ASC E ASD 5... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
11 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 12 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
13 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 14 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
15 ASC E ASD 6 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes 16 ASC E ASD 6... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
17 ASC E ASD 7 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss New R1.r2d] Page 2 COM-2310004
Company : ZFA Structural Engineers May 2, 2023
Designer : MAAP 2:48 PM
Job Number : 22689 Checked By:_____
Model Name : New Small Truss
Load Combination Design (C ontinued)
Description ASIF CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless 18 ASC E ASD 7A 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
19 ASC E ASD 8 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
20 ASC E ASD 9 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
21 ASC E ASD 10 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
22 DL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
23 RLL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
24 WL+Y ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
25 EL ONLY 1.6 Yes Yes Yes Yes Yes Yes Yes Yes
Node R eactions (By Combination)
LC Node Label X [lb] Y [lb] MZ [k-ft]
N6 81.382
N4 177.436
N13 -216.413
N1 291.933
N2 157.159
N3 141.547
N12 LOCKED NC NC
Totals: 633.044
COG (in): X: 143.087 Y: 20.206
10 N6 81.382
11 N4 177.436
12 N13 -216.413
13 N1 291.933
14 N2 157.159
15 N3 141.547
16 N12 LOCKED NC NC
17 Totals: 633.044
18 COG (in): X: 143.087 Y: 20.206
19 N6 199.382
20 N4 446.41
21 N13 -572.629
22 N1 766.417
23 N2 399.267
24 N3 361.203
25 N12 LOCKED NC NC
26 Totals: 1600.051
27 COG (in): X: 142.13 Y: 20.881
28 N6 81.382
29 N4 177.436
30 N13 -216.413
31 N1 291.933
32 N2 157.159
33 N3 141.547
34 N12 LOCKED NC NC
35 Totals: 633.044
36 COG (in): X: 143.087 Y: 20.206
37 N6 81.382
38 N4 177.436
39 N13 -216.413
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss New R1.r2d] Page 3 COM-2310004
Company : ZFA Structural Engineers May 2, 2023
Designer : MAAP 2:48 PM
Job Number : 22689 Checked By:_____
Model Name : New Small Truss
Node R eactions (By Combination) (Continued)
LC Node Label X [lb] Y [lb] MZ [k-ft]
40 N1 291.933
41 N2 157.159
42 N3 141.547
43 N12 LOCKED NC NC
44 Totals: 633.044
45 COG (in): X: 143.087 Y: 20.206
46 N6 169.882
47 N4 379.167
48 N13 -483.575
49 N1 647.796
50 N2 338.74
51 N3 306.289
52 N12 LOCKED NC NC
53 Totals: 1358.299
54 COG (in): X: 142.242 Y: 20.802
55 N6 81.382
56 N4 177.436
57 N13 -216.413
58 N1 291.933
59 N2 157.159
60 N3 141.547
61 N12 LOCKED NC NC
62 Totals: 633.044
63 COG (in): X: 143.087 Y: 20.206
64 N6 81.382
65 N4 177.436
66 N13 -216.413
67 N1 291.933
68 N2 157.159
69 N3 141.547
70 N12 LOCKED NC NC
71 Totals: 633.044
72 COG (in): X: 143.087 Y: 20.206
73 22 N6 81.382
74 22 N4 177.436
75 22 N13 -216.413
76 22 N1 291.933
77 22 N2 157.159
78 22 N3 141.547
79 22 N12 LOCKED NC NC
80 22 Totals: 633.044
81 22 COG (in): X: 143.087 Y: 20.206
82 23 N6 118
83 23 N4 268.974
84 23 N13 -356.215
85 23 N1 474.483
86 23 N2 242.109
87 23 N3 219.656
88 23 N12 LOCKED NC NC
89 23 Totals: 967.007
90 23 COG (in): X: 141.504 Y: 21.323
RISA-2D Version 20.0.0 [\...\...\...\...\...\...\Calculations\RISA\Small Truss\Small Truss New R1.r2d] Page 4 COM-2310004
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.2.14 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2022 DESCRIPTION: Option 2 Small Truss
Project File: 22689 north sacramento library.pdf.ec6
Project Title: North Sacramento Library
Engineer: MAAP
Project ID: 22689
Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design
Douglas Fir-Larch
No.1
1,350.0
1,350.0
925.0
625.0
1,600.0
580.0
170.0
675.0 31.210
Analysis Method :

Eminbend - xx ksi
Wood Species :

Wood Grade :

Beam self weight calculated and added to loading
Point Load : D = 0.460 k @ 5.667 ft
Point Load : D = 0.6250 k @ 11.667 ft
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.648: 1
Load Combination D Only
Span # where maximum occurs Span # 1
Location of maximum on span 11.613ft
= 28.25 psi
=
1,458.00psi
Section used for this span 4x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination D Only
=
=
=
= = 153.00 psi
Section used for this span 4x10
Maximum Shear Stress Ratio 0.185 : 1
= 0.000 ft
=
945.34psi
Maximum Deflection
0 <360
351
Ratio = 0 <240
Max Downward Transient Deflection 0 in Ratio = 0 <360
Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.632 in Ratio = >=240
Max Upward Total Deflection 0 in
fb: Actual
F'b
fv: Actual
F'v
n/a
n/a
Span: 1 : D Only
n/a
. Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 18.50 ft 1 0.648 0.185 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.93 945.3 1,458.0 0.61 28.2 153.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.50 ft 1 0.219 0.062 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.36 567.2 2,592.0 0.37 16.9 272.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
D Only 1 0.6316 9.318 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 0.615 0.600
Max Upward from Load Combinations 0.369 0.360
Max Upward from Load Cases 0.615 0.600
D Only 0.615 0.600
+0.60D 0.369 0.360
COM-2310004
SDS25312 Length Screw Capacity: 340 lbs/screw
2 Screws = 680 lbs 630 lbsDCR = ------------- = 92.6% 680 lbs COM-2310004
COM-2310004
COM-2310004
COM-2310004
Job #22689
Design Criteria
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41

DETAILED DESIGN CRITERIA

BUILDING CODE

BUILDING SYSTEM DESCRIPTION
0 ft2
19800 ft2
19800 ft2

14.5 ft

0.00 :12
Date of Construction: 1940

SEOR STAMP
Governing Code: 2022 California Building Code
Authority Having Jurisdiction: City of Sacramento
Local Codes or Amendments: N/A
Gravity System: Wood Bearing Walls
Mean Building Height:

Roof Pitch:

No. Stories: 1
Diaphragm System: Plywood Sheathing
Foundation System: Mat Foundation
Footprint:

Floor Area:

Building Use: Public Building
Roof Area:
1 SEISMIC DESIGN PARAMETERS

38.604 -121.463 deg
USGS
ASCE 7 Table 1.5-1
Table 3-1
Table 3-1
Ct, N-S = 0.02 Section 4.4.2.4
Ct, E-W = 0.02 Section 4.4.2.4
βN-S = 0.75 Section 4.4.2.4
βE-W = 0.75 Section 4.4.2.4
Ta, N-S= 0.149 Section 4.4.2.4
Ta, E-W = 0.149 Section 4.4.2.4
TL = 12.000 ASCE 7 Section 11.4.5
Table 2-5
TIER 1 SEISMIC EVALUATION PARAMETERS
Table 2-1 & 2-2

0.404 USGS

0.188 USGS

0.597 USGS

0.418 USGS
Sa, N-S = 0.597 Section 4.4.2.3
Sa, E-W = 0.597 Section 4.4.2.3
CN-S = 1.000 Table 4-8
CE-W = 1.000 Table 4-8

0.597 Section 4.4.2.1

0.597 Section 4.4.2.1
DSA Project? NO
ASCE 41-17
Reference UNO:

Latitude: deg Longitude:

Risk Category:

Soil Site Class = D (Default) Per Geotech Report, Site Class D otherwise II
Diaphragm= Flexible Diaphragm Plywood Sheathing
SXS = g Mapped spectral response acceleration parameter SX1 = g Mapped spectral response acceleration parameter Approximate Period Parameter, Ct, N-S
Approximate Period Parameter, Ct, E-W
Approximate Period Parameter, β, N-S
Building System, N-S: RM1 Reinforced Masonry Bearing Walls w/ Flexible Diaphragms Building System, E-W: RM1 Reinforced Masonry Bearing Walls w/ Flexible Diaphragms S1 = g Mapped spectral response acceleration parameter
Seismic Hazard Level: BSE-2E 5%/50 years (965 year mean return) Performance Objective: LS S-3: Life Safety
SS = g Mapped spectral response acceleration parameter
Approximate Period Parameter, β, E-W
sec Approximate Fundamental Period, N-S
sec Approximate Fundamental Period, E-W
Seismicity: High
sec Long Period Transistion Period
g Spectral Response Acceleration, N-S
g Spectral Response Acceleration, E-W
Modification Factor
VE-W = *W Pseudo-Seismic Base Shear, E-W
Modification Factor
VN-S = *W Pseudo-Seismic Base Shear, N-S
19800 ft2
19800 ft2
19800 ft2

14.5 ft

0.00 :12
Date of Construction: 1940
Mean Building Height:

Roof Pitch:

No. Stories: 1
Footprint:

Floor Area:

Roof Area:

MICKEY C.

KELLOGG
No. 5851

STRUCTURAL
R
R

EENI GNE

L NA ROFESS IO

P DERETSI GE ST
A

ATE OF CA LI FOR N I
COM-2310004
Job #22689
Design Criteria
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41

DETAILED DESIGN CRITERIA
TIER 2 / 3 SEISMIC EVALUATION PARAMETERS (HAZARD LEVEL A) Table 2-1 & 2-2

0.223 USGS

0.102 USGS

0.357 USGS

0.245 USGS

1.000 Equation 7-22

1.000 Equation 7-23

1.400 Table 7-3
Yes

1.400

1.000 Table 7-4

1.000 Equation 7-22

1.000 Equation 7-23

1.400 Table 7-3
Yes

1.400

1.000 Table 7-4

0.356 Section 2.4.1.7

0.499 Equation 7-21

0.499 Equation 7-21
TIER 2 / 3 SEISMIC EVALUATION PARAMETERS (HAZARD LEVEL B) Table 2-1 & 2-2

0.404 USGS

0.188 USGS

0.597 USGS

0.418 USGS

1.000 Equation 7-22

1.000 Equation 7-23

1.400 Table 7-3
Yes

1.400

1.000 Table 7-4

1.000 Equation 7-22

1.000 Equation 7-23

1.400 Table 7-3
Yes

1.400

1.000 Table 7-4

0.596 Section 2.4.1.7

0.834 Equation 7-21

0.834 Equation 7-21
Use Alternate (C1C2)N-S?
Inelastic-to-elastic displacement factor
(C1C2)N-S =
Cm, N-S =
C1, E-W =
C2, E-W =
Alternate (C1C2)E-W =
*W
SX1 = g Mapped spectral response acceleration parameter *W
SS = g Mapped spectral response acceleration parameter
Performance Objective: LS S-3: Life Safety
Seismic Hazard Level: BSE-1E 20%/50 years (225 year mean return) Pseudo-Seismic Base Shear, N-S
Pseudo-Seismic Base Shear, E-W
VN-S =
VE-W =
S1 = g Mapped spectral response acceleration parameter
SXS =
Hysteresis shape factor
2 ≤ mmax < 6
Effective mass factor
Use Alternate (C1C2)E-W?
(C1C2)E-W =
Cm, E-W =
Spectral Response Acceleration
Spectral Response Acceleration
g Mapped spectral response acceleration parameter
C1, N-S =
C2, N-S =
Alternate (C1C2)N-S =
Inelastic-to-elastic displacement factor
Hysteresis shape factor
2 ≤ mmax < 6
Effective mass factor
Sa,N-S =
Sa,E-W =
Performance Objective: LS S-3: Life Safety
Seismic Hazard Level: BSE-2E 5%/50 years (965 year mean return) SS = g Mapped spectral response acceleration parameter
S1 = g Mapped spectral response acceleration parameter
SXS = g Mapped spectral response acceleration parameter SX1 = g Mapped spectral response acceleration parameter C1, N-S = Inelastic-to-elastic displacement factor
C2, N-S = Hysteresis shape factor
Alternate (C1C2)N-S = 2 ≤ mmax < 6
Inelastic-to-elastic displacement factor
C2, E-W = Hysteresis shape factor
Alternate (C1C2)E-W = 2 ≤ mmax < 6
Use Alternate (C1C2)N-S?
(C1C2)N-S =
Cm, N-S = Effective mass factor
C1, E-W =
VE-W = *W Pseudo-Seismic Base Shear, E-W
Sa,N-S = Spectral Response Acceleration
Sa,E-W = Spectral Response Acceleration
VN-S = *W Pseudo-Seismic Base Shear, N-S
Use Alternate (C1C2)E-W?
(C1C2)E-W =
Cm, E-W = Effective mass factor
1 COM-2310004
Job #22689
Design Criteria
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41

DETAILED DESIGN CRITERIA
STEEL CONNECTORS:

Table 6-1
65 ksi
58 ksi
120 ksi
36 ksi
58 ksi
36 ksi
58 ksi
70 ksi
Anchor Bolts, fy =
Threaded Rods, fy =
Threaded Rods, fu =
ASTM F1554, Grade 36 or ASTM A307
ASTM F1554, Grade 36 or ASTM A307
ASTM F1554, Grade 36 or ASTM A307

0.75 Steel Connectors Knowledge Factor
Weld FEXX =
High Strength Bolts, fu =
Anchor Bolts, fu =
ASTM A108
ASTM A307
ASTM A325
ASTM F1554, Grade 36 or ASTM A307
Weld Strength
Shear stud connectors, fu =
Machine Bolts, fu =
Knowledge factor, κ
1 Table 6-1
600 psi Table 11-2
780 psi Table 11-1
135 pcf
Table 6-1
1200 psi
1350 psi
1000 psi
900 psi
900 psi
2400 psi
2000 psi
2900 psi
2600 psi
2600 psi
Unit Weight =
Knowledge Factor, κ
ASTM C90, Normal Weight
Knowledge factor, κ 0.75

0.75 MASONRY:

WOOD CONSTRUCTION:

Douglas Fir #1
Solid Units (Unreinforced)
Solid Units (Unreinforced)
Douglas Fir #1
Masonry, f'm =
Masonry Knowledge Factor
Douglas Fir #1
Douglas Fir #2
Douglas Fir #2
Parallel Strand Lumber (PSL), Fb =
Laminated Veneer Lumber (LVL), Fb =
Laminated Strand Lumber (LSL), Fb = Grade 1.9E
2x Studs, Fb =
Sheathing
Connections
4x Posts & Beams, Fb =
2x Joists & Rafters, Fb =
Grade 2.0E
Grade 1.9E
6x Posts, Fb =
Masonry, f'me =
6x Beam, Fb =
Wood Knowledge Factor
PS1 / PS2
Simpson Strong-Tie
Glued-Laminated Beam (GLB), Fb =
Exterior GLB, Fb =
24F-V4 (DF/DF) simple span, 24F-V8 (DF/DF) continuous span 20F-V12 (AC/AC) simple span, 20F-V13 (AC/AC) continuous span COM-2310004
Job #22689
----Out-of-Plane Anchorage-----
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Anchorage
COM-2310004
HDU5-SDS2.5 14 3 133/16 31/4 15/16 13/8 5/8 (14) 1/4 x 21/2 SDS 3 x 31/2 5,645 4,340 0.115 Model
No. Ga.

Dimensions
(in.)
Fasteners
(in.)
Minimum
Wood
Member
Size
(in.)
Allowable Tension Loads
(160)

W H B CL SO
Anchor
Bolt Dia.
(in.)
Wood
Fasteners DF/SP SPF/HF
Deflection at
Allowable Load
(in.)
Model
No. Ga.

Dimensions
(in.) SO
(in.)
Fasteners
(in.) Minimum Wood
Member Size
(in.)
Allowable Tension Loads
(160) Deflection
at Highest
Allowable
W L CL Load (in.) Anchor Rod
Diameter
Wood
Fasteners DF/SP SPF/HF
LTTP2 10 29/16 1415/16 11/8 7/16
1/2, 5/8, 3/4 (15) 0.148 x 21/2 11/2 x 31/2 (narrow edge)4,5 1,845 1,695 0.104 1/2
(12) 0.148 x 11/2 11/2 x 31/2
1,6806 1,5456 0.138
5/8, 3/4 2,135 1,965 0.112
1/2
(12) #9 x 11/2" SD 11/2 x 31/2
2,320 1,970 0.112
5/8, 3/4 2,570 2,045 0.136
1/2, 5/8, 3/4 (12) 0.148 x 21/2 3 x 31/2 2,275 2,230 0.128 LTTI31 18 33/4 31 13/8 1/4 5/8 (18) 0.148 x 11/2 3 x 31/2 1,350 1,160 0.193 HTT4 11 21/2 123/8 15/16 7/16 5/8
(18) 0.148 x 11/2 11/2 x 31/2 3,000 2,580 0.090
(18) 0.148 x 11/2 3 x 31/2 3,610 3,105 0.086
(18) 0.162 x 21/2 3 x 31/2 4,235 3,640 0.123
(18) #10 x 11/2" SD 11/2 x 51/2 4,455 3,830 0.112
(18) #10 x 11/2" SD 3 x 31/2 4,455 3,830 0.112
A A
1 1
3 3
2 2
5 5
4 4
6 6
7 7
8 8
9 9
10 10
B B
C C
D D
E E
F F
G G
H H
SLOPE
(E) 3Ïx19Ï GLB
(E) 3Ïx19Ï GLB
(E) 3Ïx19Ï GLB
(E) 3Ïx19Ï GLB (E) 3Ïx19Ï GLB
(E) GAMBREL TRUSS (E) 5Ïx16Ï GLB LOW (2) (E) 2x12 LOW
(E) 5Éx21 GLB
(E) 5Éx13Ï GLB (E) 5Éx16Ï GLB
(E) GAMBREL TRUSS (E) 5Éx18 GLB
(E) GAMBREL TRUSS
(E) GAMBREL TRUSS (E) 5Éx21 GLB (E) 5Ï x13Ï GLB (E) 5Ïx19Ï GLB (E) W8x
(E) W8x
(E) W8x ?
(E) MONOSLOPE ROOF TRUSSES @ 24"oc
(E) DBL 2x10 W/ (E) U210-2 HGR AT SKYLIGHT TYP
(E) SKYLIGHT, TYP
(E) 5Éx16Ï GLB
(E) 5Éx21 GLB
(E) 5Éx21 GLB
(E) 2x10 DF @ 24"oc, TYP

SLOPE SLOPE
(E) 6x12 (E) 6x12
SLOPE
SLOPE
(E) 2x10 DF @ 24"oc, TYP EA BAY UNO

SLOPE SLOPE
12 12
13 13

1.8 1.8
VIF
± 19'-2 1/8" VIF± 6'-10" VIF± 1'-8" VIF± 35'-7 3/4" VIF± 27'-11 13/16" VIF± 12'-6" VIF± 25'-7 13/16" VIF± 9'-11 15/16" VIF± 30'-7 3/4" VIF ± 2'-4"
VIF
± 25'-5 13/16" VIF± 28'-5 13/16"
VIF
± 9'-1 15/16" VIF
± 10'-1 15/16" VIF
± 17'-9 7/8" VIF
± 17'-11 7/8" VIF
± 17'-5 7/8" VIF
± 18'-6" VIF
± 18'-3 3/4"
(E) 5Éx13Ï GLB
VIF
± 17'-10"
(E) 5Éx13Ï GLB
VIF
± 25'-6"
7S4.1
___________
1S4.1
___________ TYP THIS WALL
VIF
± 17'-10"
6S4.1
___________
(E) 5Ïx16Ï GLB (E) 6x12
(E) 5Éx19Ï GLB (E) 5Éx19Ï GLB
1S4.1
___________
(E) 6x12
VIF (E) W21x BM
±2'-3" VIF
± 5'-5"
___________ A
S3.1
___________ A
S3.1
___________ A
S3.1
___________ A
S3.1
OPEN
B
S2.1 AT LOW ROOF/PLATFORM
A
S2.1 AT HIGH ROOF
___________ B
S3.1 TYP UNO
___________ C
S3.1
(1) TRUSS
RIDGE
(N) MU 1333# TO REPLACE
(E) MU 1600#
MU 1223#
MU 892#
4x104x10
(N) MU 863# TO REPLACE
(E) MU 1200#
(E) 4x10
(E) 4x10
(E) 4x10
(E) 4x10
(N) MU 1138# TO REPLACE
(E) MU 1200#
(E) MU 600#
(N) MU 1138# TO REPLACE
(E) MU 1200#
2S4.1
___________
(N) MU 1138# TO REPLACE
(E) MU 1200#
(N) MU 863# TO REPLACE
(E) MU 1200#
(N) MU 1333# TO REPLACE
(E) MU 1200#
(N) MU 1138# TO REPLACE
(E) MU 1200#
(E) 2x10 DF @ 24"oc, TYP
(N) MU 1138# TO REPLACE
(E) MU 1200#
(N) MU 1138# TO REPLACE (E) MU 1200#

REMOVE AND REPLACE ANY DAMAGED OR DRY ROTTED (E) RF SHTG W/ (N) RF SHTG PER ES0.1
7 S1.1
(E) SISTERED 1Óx9Ï LVL TO (E) 2x10 TYP AT
(E) MU, VIF
(E) 4x10 TYP AT (E) MU PERIMETER, VIF

TYP THIS WALL UNO

TYP THIS WALL
(E) STAIRS BLW
UP
4x12
4x12
5S4.1
___________ 5S4.1___________
5S4.1
___________
5S4.1
___________
(N) MU 1138# TO REPLACE
(E) MU 1200#
(E) MU 250#
7S4.1
___________
REMOVE AND REPLACE 100% OF (E) FLAT 1x10 DECKING W/ (N) RF SHTG PER TYP ES0.1 8S4.1
___________
8S4.1
___________

VERIFY ALL (E) BOLTS ON THIS W BM ARE TIGHTENED
9S4.1
___________
4x12
4x12
4x12
4x12

GUARD RAIL, SAD

GUARD RAIL, SAD
4x12

BLKG BLW
ZFA Job #22689 Hold Down Engineer: MAAP Date: 03/08/2023 North Sacramento Library
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 1
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hr = 14.5 ft
Hp = 3.166667 ft
Wall Thickness 7.625 in
Trib Area 6.62 ft2
CMU Weight 125 pcf
Wp 828 plf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
CMU Fp = 358 plf
Diaphragm Condition: Long Direction
R roof = 369 plf
R base = 152 plf
Max Anchor Spacing 6 ft
Fp Roof = 2214 lbs
Holddown Check
Holddown Type = HTT4
Number of Holddowns, n = 1
Min member 1.5x3.5
T[Ult] = 3000 lbs
DCR = 0.74
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 1
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 2870 lbs Concrete Breakout
N[a0] = 3634 lbs Bond Strength
N = 2870 lbs
DCR = 0.77
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 2
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hr = 14.5 ft
Hp = 11.666667 ft
Wall Thickness 11.625 in
Trib Area 18.33 ft2
CMU Weight 125 pcf
Wp 2291 plf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
CMU Fp = 990 plf
Diaphragm Condition: Long Direction
R roof = 1235 plf
R base = 14 plf
Max Anchor Spacing 4 ft
Fp Roof = 4940 lbs
Holddown Check
Holddown Type = HDU5
Number of Holddowns, n = 1
Min member 3x3.5
T[Ult] = 5645 lbs
DCR = 0.88
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 2
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 5447 lbs Concrete Breakout
N[a0] = 9084 lbs Bond Strength
N = 5447 lbs
DCR = 0.91
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 3
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hr = 14.5 ft
Hp = 15 ft
Wall Thickness 7.625 in
Trib Area 14.14 ft2
CMU Weight 125 pcf
Wp 1768 plf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
CMU Fp = 764 plf
Diaphragm Condition: Long Direction
R roof = 1030 plf
R base = 0 plf
Max Anchor Spacing 4 ft
Fp Roof = 4120 lbs
Holddown Check
Holddown Type = HDU5
Number of Holddowns, n = 1
Min member 1.5x3.5
T[Ult] = 5654 lbs
DCR = 0.73
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 3
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 4201 lbs Concrete Breakout
N[a0] = 5450 lbs Bond Strength
N = 4201 lbs
DCR = 0.98
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 4
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hr = 14.5 ft
Hp = 0 ft
Wall Thickness 7.625 in
Trib Area 4.61 ft2
CMU Weight 125 pcf
Wp 576 plf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
CMU Fp = 249 plf
Diaphragm Condition: Long Direction
R roof = 249 plf
R base = 249 plf
Max Anchor Spacing 4 ft
Fp Roof = 996 lbs
Holddown Check
Holddown Type = LTTP2
Number of Holddowns, n = 1
Min member 1.5x3.5
T[Ult] = 2570 lbs
DCR = 0.39
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 4
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 2870 lbs Concrete Breakout
N[a0] = 3634 lbs Bond Strength
N = 2870 lbs
DCR = 0.35
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 5
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hr = 14.5 ft
Hp = 0.666667 ft
Wall Thickness 7.625 in
Trib Area 5.03 ft2
CMU Weight 125 pcf
Wp 629 plf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
CMU Fp = 272 plf
Diaphragm Condition: Long Direction
R roof = 272 plf
R base = 226 plf
Max Anchor Spacing 8 ft
Fp Roof = 2176 lbs
Holddown Check
Holddown Type = LTTP2
Number of Holddowns, n = 1
Min member 1.5x3.5
T[Ult] = 2570 lbs
DCR = 0.85
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Par. 5
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 2870 lbs Concrete Breakout
N[a0] = 3634 lbs Bond Strength
N = 2870 lbs
DCR = 0.76
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Popout
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
Out-of-Plane Wall Anchorage to Diphragms per ASCE 41 §7.2.11.1 Fp = 0.4 SXSkakhΧWp
kh = 1.0
ka = 1 + Lf
/100
BSE-1 SXS = 0.357
XS-3 = 1.3 ASCE 41 Table 7-1
BSE-1 SXS * XS-3 = 0.46
BSE-2 SXS = 0.597
XS-5 = 0.9 ASCE 41 Table 7-1
BSE-2 SXS * XS-5 = 0.54
BSE-2 governs
Fp = 0.216 kaWp
Hwall 1 = 14.5 ft
Hwall 2 = 6.5 ft
Wall Thickness 7.625 in
CMU Weight 125 pcf
Length of Diaphragm, Lf = 100 ft
ka = 2 ft
Fp = 0.432 Wp
Diaphragm Condition: Long Direction
R roof = 7.1 plf
R floor = 511.5 plf
Max Anchor Spacing 4 ft
R floor = 2046 lbs
Holddown Check
Holddown Type = LTTP2
Number of Holddowns, n = 1
Min member 1.5x3.5
T[Ult] = 2570 lbs
DCR = 0.80
Epoxy Anchorage Check
Spacing between anchors = 0 in
Min from edge = 6.5 in
Bolt type = HY 200-A V3 + threaded rod 5.8 5/8
N[se] = 16384 lbs Steel Strength
N[b] = 4705 lbs Concrete Breakout
N[a0] = 6132 lbs Bond Strength
COM-2310004
Job #22689
ASCE 41 Typical Wall OOP Popout
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 41
N = 4705 lbs
DCR = 0.43
COM-2310004
www.hilti.com
Hilti PROFIS Engineering 3.0.83
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
1 2/24/2023
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + threaded rod 5.8 5/8 Item number: 2081381 HAS 5.8 5/8"x6" (element) / 2334276 HIT-HY 200-R V3 (adhesive)
Effective embedment depth: hef = 4.000 in.

Material: 5.8
Evaluation Service Report: ESR-4878
Issued I Valid: 11/1/2022 | 11/1/2023
Proof: Design Method LRFD (AC58) Masonry + ACI 318-14
Stand-off installation:

Profile:

Base material: cracked Grout-filled CMU, f=1,500 psi L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.

Installation: Face installation, Drill hole: Hammer drilled, Installation condition: Dry Seismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c))
Geometry [in.]
COM-2310004
www.hilti.com
Hilti PROFIS Engineering 3.0.82
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 5 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
5 1/4/2023
5 Installation data
Anchor plate, steel: - Anchor type and diameter: HY 200-A V3 + threaded rod

5.8 5/8
Profile: - Item number: not available (element) / not available (adhesive)
Hole diameter in the fixture: - Maximum installation torque: 720 in.lb Plate thickness (input): - Hole diameter in the base material: 0.750 in.

Hole depth in the base material: 6.750 in.

Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in.

Cleaning: No cleaning of the drilled hole is required
Hilti HIT-V threaded rod with HIT-HY 200 V3 injection mortar with 6.75 in embedment h_ef, 5/8, Steel galvanized, Hammer drilled installation per ESR-4878
Coordinates Anchor [in.]
Anchor x y c-x c+x c-y c+y
1 0.000 0.000 20.000 16.000 36.000 36.000

3.1 Steel strength
Nsa = ESR value refer to ICC-ES ESR-4878
f Nsa ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
Nsa,seismic [lb] f f seismic f Nsa [lb] Nua [lb]
16,384 0.650 1.000 10,650 4,940

3.2 Bond strength
Nma = (
ANa
ANa0
) · y ec1,Na · y ec2,Na · y ed,Na · Nba,m ACI 318-14 Eq. (17.4.5.1a) f Nma ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
ANa see ACI 318-14, Section 17.4.5.1, Fig. R 17.4.5.1(b) ANa0 = (2 cNa)
2 ACI 318-14 Eq. (17.4.5.1c)
cNa = 10 da √
t uncr,m
1100 ACI 318-14 Eq. (17.4.5.1d)
y ed,Na = 0.7 + 0.3 (
ca,min
cNa
) £ 1.00 ACI 318-14 Eq. (17.4.5.4b)
Nba,m = l a · t cr,m · p · da · hef ACI 318-14 Eq. (17.4.5.2) Results
Nma [lb] f f seismic f Nma [lb] f Nua [lb]
6,132 0.650 0.750 2,989 4,940

3.3 Masonry breakout strength
Nmb =
ANm
ANm0
· y ed,N,m · y c,N,m · Nb,m ACI 318-14 Eq. (17.4.2.1a)
f Nmb ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
ANm see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANm0 = 9 · h2
ef ACI 318-14 Eq. (17.4.2.1c)
y ed,N = 0.7 + 0.3
ca,min

1.5 · hef
£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
Nb,m = km · l a · √f
'
m
· h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Results
Nmb [lb] f f seismic f Nmb [lb] Nua [lb]
4,747 0.650 0.750 2,314 4,940

3.1 Steel strength
Nsa = ESR value refer to ICC-ES ESR-4878
f Nsa ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
Nsa,seismic [lb] f f seismic f Nsa [lb] Nua [lb]
16,384 0.650 1.000 10,650 4,940

1.5 · hef
£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
Nb,m = km · l a · √f
'
m
· h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Results
Nmb [lb] f f seismic f Nmb [lb] Nua [lb]
2,870 0.650 0.750 1,399 4,940
COM-2310004
www.hilti.com
Hilti PROFIS Engineering 3.0.84
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
1 3/10/2023
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + threaded rod 5.8 5/8 Item number: 385428 HAS 5.8 5/8"x8" (element) / 2334276 HIT-HY 200-R V3 (adhesive)
Effective embedment depth: hef = 6.000 in.

Material: 5.8
Evaluation Service Report: ESR-4878
Issued I Valid: 11/1/2022 | 11/1/2023
Proof: Design Method LRFD (AC58) Masonry + ACI 318-14
Stand-off installation:

Profile:

Base material: cracked Grout-filled CMU, f=1500, f = 1,500 psi, L x W x H: 16.000 in. x 8.000 in. x 8.000 in.; Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
5 1/4/2023
5 Installation data
Anchor plate, steel: - Anchor type and diameter: HY 200-A V3 + threaded rod

Hole depth in the base material: 6.750 in.

Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in.

3.1 Steel strength
Nsa = ESR value refer to ICC-ES ESR-4878
f Nsa ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
Nsa,seismic [lb] f f seismic f Nsa [lb] Nua [lb]
16,384 0.650 1.000 10,650 4,940

1.5 · hef
£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
Nb,m = km · l a · √f
'
m
· h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Results
Nmb [lb] f f seismic f Nmb [lb] Nua [lb]
4,201 0.650 0.750 2,048 4,940
COM-2310004
www.hilti.com
Hilti PROFIS Engineering 3.0.82
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2023 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
1 1/4/2023
Specifier's comments:
1 Input data
Anchor type and diameter: HY 200-A V3 + threaded rod 5.8 5/8 Item number: not available (element) / not available (adhesive) Effective embedment depth: hef = 10.000 in.

Material: 5.8
Evaluation Service Report: ESR-4878
Issued I Valid: 11/1/2022 | 11/1/2023
Proof: Design Method LRFD (AC58) Masonry + ACI 318-14
Stand-off installation:

Profile:

Base material: cracked Grout-filled CMU, f=1,500 psi L x W x H: 16.000 in. x 12.000 in. x 8.000 in.; Solid Head Joint: no; open ended unit: no
Temp. short/long: 32 °F / 32 °F
Joints: vertical: 0.375 in.; horizontal: 0.375 in.

Address:

Phone I Fax:

Design:

Fastening point:
|
Masonry - Jan 4, 2023
Page:

Specifier:

E-Mail:

Date:
5 1/4/2023
5 Installation data
Anchor plate, steel: - Anchor type and diameter: HY 200-A V3 + threaded rod

Hole depth in the base material: 6.750 in.

Drilling method: Drilled in hammer mode Minimum thickness of the base material: 7.625 in.

3.1 Steel strength
Nsa = ESR value refer to ICC-ES ESR-4878
f Nsa ³ Nua AC58 Table 3.2 + ACI 318-14 Table 17.3.1.1
Nsa,seismic [lb] f f seismic f Nsa [lb] Nua [lb]
16,384 0.650 1.000 10,650 4,940

1.5 · hef
£ 1.0 ACI 318-14 Eq. (17.4.2.5b)
Nb,m = km · l a · √f
'
m
· h1.5
ef ACI 318-14 Eq. (17.4.2.2a)
Results
Nmb [lb] f f seismic f Nmb [lb] Nua [lb]
4,747 0.650 0.750 2,314 4,940
Nsa,seismic [lb] f f seismic f Nsa [lb] Nua [lb]
16,384 0.650 1.000 10,650 4,940
Results
Nma [lb] f f seismic f Nma [lb] f Nua [lb]
9,084 0.650 0.750 4,428 4,940
Results
Nmb [lb] f f seismic f Nmb [lb] Nua [lb]
5,447 0.650 0.750 2,655 4,940
COM-2310004
COM-2310004
Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
This document is used to demonstrate compliance for mechanical systems that are within the scope of the permit application and are demonstrating compliance using the prescriptive path outlined in 140.4, or 141.0(b)2 for alterations.

Project Name: NSHL Roof Assessment and Repair Report Page: (Page 1 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 A. GENERAL INFORMATION
01 Project Location (city) Sacramento 04 Total Conditioned Floor Area 1037 02 Climate Zone 12 05 Total Unconditioned Floor Area 0
03 Occupancy Types Within Project: 06 # of Stories (Habitable Above Grade) 1 ● Office ● All Other Occupancies
B. PROJECT SCOPE
This table Includes mechanical systems or components that are within the scope of the permit application and are demonstrating compliance using the prescriptive path outlined in 140.4, 170.2(b) or 141.0(b)2 and 180.2(b)2 for alterations. 01 02 03
Air System(s) Wet System Components Dry System Components Heating Air System Water Economizer Air Economizer
Cooling Air System Pumps Electric Resistance Heat
Mechanical Controls System Piping Fan Systems
Mechanical Controls (existing to remain, altered
or new) Cooling Towers Ductwork (existing to remain, altered or new) Chillers Ventilation
Boilers Zonal Systems/ Terminal Boxes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 2 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
C. COMPLIANCE RESULTS
Table C will indicate if the project data input into the compliance document is compliant with mechanical requirements. This table is not editable by the user. If this table says "DOES NOT COMPLY" or "COMPLIES with Exceptional Conditions" refer to Table D., or the table indicated as not compliant for guidance. 01 AND
02 AND
03 AND
04 AND
05 AND
06 AND
07 AND
08 09
System
Summary
110.1,
110.2,
140.4,
170.2(c)
Pumps
140.4(k),
170.2(c)4I
Fans/
Economizers
140.4(c),
140.4(e),
170.2(c)
System
Controls
110.2, 120.2,
140.4(f),
170.2(c)
Ventilation
120.1, 160.2
Terminal Box
Controls
140.4(d),
170.2(c)4B
Distribution
120.3,
140.4(l),
160.2, 160.3
Cooling Towers
110.2(e)2 Compliance Results
(See Table F) (See Table G) (See Table H) (See Table I) (See Table J) (See Table K) (See Table L) (See Table M) Yes AND AND Yes AND Yes AND Yes AND AND Yes AND COMPLIES Mandatory Measures Compliance (See Table Q for Details) COMPLIES D. EXCEPTIONAL CONDITIONS
This table is auto-filled with uneditable comments because of selections made or data entered in tables throughout the form.

E. ADDITIONAL REMARKS
This table includes remarks made by the permit applicant to the Authority Having Jurisdiction.

F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Space Conditioning System Information
01 02 03 04 05 06
System Name Quantity System Serving System Status Space Type Utilizing Recovered Heat HP-3 1 Single zone New/ Addition
HP-15 1 Single zone New/ Addition
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 3 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Dry System Equipment Sizing (includes air conditioners, condensers, heat pumps, VRF, furnaces and unit heaters and DOAS systems) 01 02 03 04 05 06 07 08 09 10 11
Name or Item
Tag
Equipment Category per
Tables 110.2, 140.4(a)2 and
170.2(c)3aii
Equipment Type per Tables 110.2 and
Title 20
Smallest Size
Available1
140.4(a) and
170.2(c)1
Equipment Sizing per Mechanical Schedule (kBtu/h)
140.4(a&b), 170.2(c)1 & 170.2(c)2
Heating Output2,3 Cooling Output2,3 Load Calculations3,4 Per Design
(kBtu/h)
Rated
(kBtu/h)
Supp.

Heating
Output
(kBtu/h)
Sensible
Per Design
(kBtu/h)
Rated
(kBtu/h)
Total
Heating
Load
(kBtu/h)
Total
Sensible
Cooling
Load
(kBtu/h)
HP-3 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 36.86 23.6 20.48 31.79 26.56 38.74 35.23
HP-15 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 50.58 47.11 6.34 66.85
1 FOOTNOTES: Equipment shall be the smallest size, within the available options of the desired equipment line, necessary to meet the design heating and cooling loads of the building per 140.4(a) and 170.2(c)1. Healthcare facilities are excepted. 2 It is common practice to show rated output capacity on the equipment schedule. Sensible cooling output comes from specification sheet tables. 3 If equipment is heating only, leave cooling output and load blank. If equipment is cooling only, leave heating output and load blank. 4 Authority Having Jurisdiction may ask for load calculations used for compliance per 140.4(b) and 170.2(c).

Dry System Equipment Efficiency (other than Package Terminal Air Conditioners (PTAC) and Package Terminal Heat Pumps (PTHP), DX-DOAS and Dual Fuel Heat Pumps) 01 02 03 04 05 06 07 08 09
Name or Item
Tag
Size Category
(Btu/h)
Heating Mode Cooling Mode
Rating
Condition
( °F)
Efficiency Unit
Minimum
Efficiency
Required per
Tables 110.2 /
Title 20
Design Efficiency Efficiency Unit
Minimum
Efficiency
Required per
Tables 110.2 /
Title 20
Design Efficiency
HP-3 <65,000 HSPF 7.7 13.3 SEER 13.0 15.8
HP-15 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 4 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
G. PUMPS
This section does not apply to this project.

H. FAN SYSTEMS & AIR ECONOMIZERS
This table is used to demonstrate compliance with prescriptive requirements found in 140.4(c), 140.4(e), 140.4(m), 170.2(c)3, and 170.2(c)4A for fan systems. Fan systems serving only process loads are exempt from these requirements and do not need to be included in Table H.

System
Name HP-3 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 1,200 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 1,200 278 MERV 13-16 Filter upstream of thermal conditioning
equipment 1,200 167
Hydronic/DX cooling coil or heat pump coil 1,200 167
Economizer Return Damper 1,200 55
Manufactu
rer
provided

0.45 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 5 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-15 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
1 FOOTNOTES: Fans serving spaces with design background noise goals below NC35 2 Low-turndown single-zone VAV fan system must be capable of and configured to reduce airflow to 50 percent of design airflow and use no more than 30 percent of the design wattage at that airflow. No more than 10 percent of the design load served by the equipment shall have fixed loads.

H. EXHAUST AIR HEAT RECOVERY 140.4(q), 170.2(c)4O
01 02 03 04 05 06 07 08 09 10 11
Fan System
Name Qty
Hours of
Operation per
Year
Design Supply
Airflow Rate
Outdoor
Airflow
% Outdoor Air
at Full Design
Airflow
Exemptions to
Exhaust Air
Heat Recovery
Requirement
per 140.4(q) &
170.2(c)4O
Exhaust Air
Heat Recovery
140.4(q) &
170.2(c)4O
Type Of Heat
Recovery Rating
Required
Recovery Ratio
Energy
Recovery
Bypass
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 6 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
Fan Energy Index (FEI)
01 02 03
Name or Item Tag FEI Exception FEI
I. SYSTEM CONTROLS
This table is used to demonstrate compliance with mandatory controls in 110.2 and 120.2 and prescriptive controls in 140.4(f) and (n), 170.2(c)4D 170.2(c)4L or requirements in 141.0(b)2E 180.2(b)2 for altered space conditioning systems. 01 02 03 04 05 06 07 08 09
System Name System
Zoning
Conditioned
Floor Area
Being Served
(ft2)
Thermostats
110.2(b) & (c)1, 120.2(a)
160.3(a)2A or 141.0(b)2E &
180.2(b)2
Shut-Off
Controls
120.2(e) &
160.3(a)2D
Isolation
Zone
Controls
120.2(g) &
160.3(a)2F
Demand Response
110.12 120.2(b) &
160.3(a)2B
Supply Air
Temp. Reset
140.4(f) &
170.2(c)4D
Window Interlocks per
140.4(n) & 170.2(c)4D
HP-3 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-15 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
1 FOOTNOTES: Gravity gas wall heaters, gravity floor heaters, gravity room heaters, non-central electric heaters, fireplaces or decorative gas appliances, wood stoves are not required to have setback thermostats.

J. VENTILATION AND INDOOR AIR QUALITY
This table is used to demonstrate compliance with mandatory ventilation requirements in 120.1 120.2(e)3B 140.4(p) and 140.4(q) for all nonresidential and hotel/motel and d:t24refnolink/]160.2, 160.3(a)3D, 170.2(a)4N, 170.2(a)4O for high-rise residential occupancies. For alterations, only ventilation systems being altered within the scope of the permit application need to be documented in this table. In lieu of this table, the required outdoor ventilation rates and airflows may be shown on the plans or the calculations can be presented in a spreadsheet.
01 Check the box if the project is showing ventilation calculations on the plans, or attaching the calculations instead of completing this table. 02 Check this box if the project included Nonresidential, Hotel/Motel Spaces or Multifamily Common Use Spaces 03 Check the box if the project is using natural ventilation in any nonresidential or hotel/motel spaces to meet required ventilation rates per 120.1(c)2.

Nonresidential and Hotel/ Motel Multifamily Common Use Ventilation Systems COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 7 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
J. VENTILATION AND INDOOR AIR QUALITY
04 05 06 07
System Name HP-3
System Design OA CFM
Airflow1
599 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-3 Office space 856 128.4 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 128 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-15
System Design OA CFM
Airflow1
97 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-15 All others 181 0 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 0 18 Ventilation for this System Complies? Yes COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 8 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
J. VENTILATION AND INDOOR AIR QUALITY
1 FOOTNOTES: System CFM should include both mechanical and natural ventilation for the zone/system 2 Air filtration requirements apply to the following three system types per 120.1(c)1A: space conditioning systems utilizing ducts to supply air to occupiable space; supply-only ventilation systems providing outside air to occupiable space; supply side of balanced ventilation systems including heat recovery and energy recovery ventilation systems providing outside air to occupiable space.
3 Uniform Mechanical Code may have more stringent ventilation requirements; the most stringent code requirement takes precedence. 4 See Standards Tables 120.1-A and 120.1-B.
5 For lecture halls with fixed seating, the expected number of occupants shall be determined in accordance with the California Building Code. 6 120.2(e)3 requires systems serving rooms that are required by 130.1(c) to have lighting occupancy sensing controls to also have occupancy sensing zone controls for ventilation.

Examples of spaces which require lighting occupancy sensors include offices 250ft2 or smaller, multipurpose rooms less than 1,000 ft2, classrooms, conference rooms, restrooms, aisles and open areas in warehouses, library book stack aisles, corridors, stairwells, parking garages, and loading and unloading zones, unless excepted by 130.1(c).

Multifamily Dwelling Unit Ventilation Systems
Check the box if the system is using continuous ventilation to meet the ventilation requirements per 160.2(b)2Aivb2 19 20 21 22 23 24 25 26 27
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(b) & 160.2(b)2 Ventilation per Design
Conditioned Local Exhaust Air Filtration per 120.1(c) & 160.2(b)1 Floor Area
(ft2)
# of Bedrooms # of Dwelling
Units
Required
Min OA
CFM1
Supply Air
CFM
Exhaust
CFM
28 Is this a balanced system4 29 Meeting Outside Air Requirements? 1 FOOTNOTES: Uniform Mechanical Code may have more stringent ventilation requirements; the most stringent code requirement takes precedence. 2 Kitchen range hood will be verified per NA7.18.1 to confirm model is rated by HVI or AHAM. 3 Air filtration requirements apply to the following three system types per 120.1(c)1A: space conditioning systems utilizing ducts to supply air to occupiable space; supply-only ventilation systems providing outside air to occupiable space; supply side of balanced ventilation systems including heat recovery and energy recovery ventilation systems providing outside air to occupiable space.
4 A balanced ventilation system provides ventilation airflow to each dwelling-unit at a rate equal to or greater than the required minimum rate, but not more than twenty percent.

K. TERMINAL BOX CONTROLS
This section does not apply to this project.

COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 9 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
L. DISTRIBUTION (DUCTWORK and PIPING)
This table is used to show compliance with mandatory pipe insulation requirements found in 120.3 and mandatory requirements found in 120.4(g) for duct sealing. 01 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall be installed with a cover suitable for outdoor service. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I or Class II vapor retarder. All penetrations and joints of which shall be sealed.

Duct Leakage Testing
The answers to the questions below apply to the following duct systems: HP-3 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-15 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 10 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
M. COOLING TOWERS
This section does not apply to this project.

N. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION Form/Title
NRCI-MCH-01-E - Must be submitted for all buildings
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 11 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32
O. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE
Form/Title Systems/Spaces To Be Field
Verified
NRCA-MCH-02-A - Outdoor Air must be submitted for all newly installed HVAC units. Note: MCH-02-A can be performed in conjunction with MCH-07-A Supply Fan VFD Acceptance (if applicable) since testing activities overlap.

Trane 3 Ton; Trane 5 Ton;
NRCA-MCH-03-A - Constant Volume Single Zone HVAC NOTE: This form does not automatically move to "Yes'. If Constant Volume Single Zone HVAC Systems are included in the scope, permit applicant should move this form to "Yes".

Trane 3 Ton; Trane 5 Ton;
NRCA-MCH-05-A - Air Economizer Controls Trane 3 Ton; Trane 5 Ton; NRCA-MCH-11-A Automatic Demand Shed Controls Trane 3 Ton; Trane 5 Ton; NRCA-MCH-12-A FDD for Packaged Direct Expansion Units Trane 5 Ton; NRCA-MCH-16-A Supply Air Temperature Reset Controls Trane 3 Ton; Trane 5 Ton; NRCA-MCH-18-A Energy Management Control Systems Trane 3 Ton; Trane 5 Ton; P. DECLARATION OF REQUIRED CERTIFICATES OF VERIFICATION There are no NRCV forms required for this project.

Q. MANDATORY MEASURES DOCUMENTATION LOCATION
This table is used to indicate where mandatory measures are documented in the plan set or construction documentation. 01 02
Compliance with Mandatory Measures documented through MCH Mandatory Measures Note Block Yes
Plan sheet or construction document location
M-Sheets
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 12 of 12) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0114
Report Generated: 2023-03-17 08:28:32

DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
I certify that this Certificate of Compliance documentation is accurate and complete.

Documentation Author Name: Documentation Author Signature:

Company:

Leaf Engineers
Signature Date:

Address: CEA/ HERS Certification Identification (if applicable):

City/State/Zip: Phone:

RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:

1. The information provided on this Certificate of Compliance is true and correct.

2. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer)

3. The energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.

4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application.

5. I will ensure that a completed signed copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a completed signed copy of this Certificate of Compliance is required to be included with the documentation the builder provides to the building owner at occupancy.

Responsible Designer Name:

LEAF Egineers
Responsible Designer Signature:

Company:

LEAF Engineers
Date Signed:
2023-03-17
Address:
1100 Iron Point Rd, Suite 200
License:

City/State/Zip:

Folsom CA 95630
Phone:
916-335-9992
3/17/23 M33380
COM-2310004
Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

Project Name: NSHL Roof Assessment and Repair Report Page: (Page 1 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 A. GENERAL INFORMATION
01 Project Location (city) Sacramento 04 Total Conditioned Floor Area 15708 02 Climate Zone 12 05 Total Unconditioned Floor Area 0
03 Occupancy Types Within Project: 06 # of Stories (Habitable Above Grade) 1 ● Convention Center ● Library ● Office
B. PROJECT SCOPE
This table Includes mechanical systems or components that are within the scope of the permit application and are demonstrating compliance using the prescriptive path outlined in 140.4, 170.2(b) or 141.0(b)2 and 180.2(b)2 for alterations. 01 02 03
Air System(s) Wet System Components Dry System Components Heating Air System Water Economizer Air Economizer
Cooling Air System Pumps Electric Resistance Heat
Mechanical Controls System Piping Fan Systems
Mechanical Controls (existing to remain, altered
or new) Cooling Towers Ductwork (existing to remain, altered or new) Chillers Ventilation
Boilers Zonal Systems/ Terminal Boxes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 2 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
C. COMPLIANCE RESULTS
Table C will indicate if the project data input into the compliance document is compliant with mechanical requirements. This table is not editable by the user. If this table says "DOES NOT COMPLY" or "COMPLIES with Exceptional Conditions" refer to Table D., or the table indicated as not compliant for guidance. 01 AND
02 AND
03 AND
04 AND
05 AND
06 AND
07 AND
08 09
System
Summary
110.1,
110.2,
140.4,
170.2(c)
Pumps
140.4(k),
170.2(c)4I
Fans/
Economizers
140.4(c),
140.4(e),
170.2(c)
System
Controls
110.2, 120.2,
140.4(f),
170.2(c)
Ventilation
120.1, 160.2
Terminal Box
Controls
140.4(d),
170.2(c)4B
Distribution
120.3,
140.4(l),
160.2, 160.3
Cooling Towers
110.2(e)2 Compliance Results
(See Table F) (See Table G) (See Table H) (See Table I) (See Table J) (See Table K) (See Table L) (See Table M) Yes AND AND Yes AND Yes AND Yes AND AND Yes AND COMPLIES Mandatory Measures Compliance (See Table Q for Details) COMPLIES D. EXCEPTIONAL CONDITIONS
This table is auto-filled with uneditable comments because of selections made or data entered in tables throughout the form.

E. ADDITIONAL REMARKS
This table includes remarks made by the permit applicant to the Authority Having Jurisdiction.

F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Space Conditioning System Information
01 02 03 04 05 06
System Name Quantity System Serving System Status Space Type Utilizing Recovered Heat HP-1 1 Single zone New/ Addition
HP-5 1 Single zone New/ Addition
HP-6 1 Single zone New/ Addition
HP-7 1 Single zone New/ Addition
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 3 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Space Conditioning System Information
01 02 03 04 05 06
System Name Quantity System Serving System Status Space Type Utilizing Recovered Heat HP-8 1 Single zone New/ Addition
HP-9 1 Single zone New/ Addition
HP-10 1 Single zone New/ Addition
HP-11 1 Single zone New/ Addition
HP-12 1 Single zone New/ Addition
HP-13 1 Single zone New/ Addition
HP-14 1 Single zone New/ Addition
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 4 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Dry System Equipment Sizing (includes air conditioners, condensers, heat pumps, VRF, furnaces and unit heaters and DOAS systems) 01 02 03 04 05 06 07 08 09 10 11
Name or Item
Tag
Equipment Category per
Tables 110.2, 140.4(a)2 and
170.2(c)3aii
Equipment Type per Tables 110.2 and
Title 20
Smallest Size
Available1
140.4(a) and
170.2(c)1
Equipment Sizing per Mechanical Schedule (kBtu/h)
140.4(a&b), 170.2(c)1 & 170.2(c)2
Heating Output2,3 Cooling Output2,3 Load Calculations3,4 Per Design
(kBtu/h)
Rated
(kBtu/h)
Supp.

Heating
Output
(kBtu/h)
Sensible
Per Design
(kBtu/h)
Rated
(kBtu/h)
Total
Heating
Load
(kBtu/h)
Total
Sensible
Cooling
Load
(kBtu/h)
HP-1 Unitary Heat Pumps Air-cooled, split (3 phase) NA: Load Controls 76.61 66.14 30.72 84.45 72.2 76.52 85.3
HP-5 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.78 47.11 62.55 55.52
HP-6 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 42.93 32.35 20.48 41.03 35.87 48.37 45.05
HP-7 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.41 47.11 58.24 60.64
HP-8 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 36.86 23.6 20.48 31.6 26.56 37.29 32.51
HP-9 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.46 47.11 61.34 54.22
HP-10 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.37 47.11 62.4 59.12
HP-11 Unitary Heat Pumps Air-cooled, split (3 phase) NA: Load Controls 76.61 66.14 30.72 84.74 72.2 80.83 90.61
HP-12 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.1 47.11 56.84 63.3
HP-13 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 53.08 47.11 53.67 54.01
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 5 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Dry System Equipment Sizing (includes air conditioners, condensers, heat pumps, VRF, furnaces and unit heaters and DOAS systems) 01 02 03 04 05 06 07 08 09 10 11
HP-14 Unitary Heat Pumps Air-cooled, pkg (3 phase) NA: Load Controls 50.47 43.22 20.48 52.92 47.11 53.45 59.56
1 FOOTNOTES: Equipment shall be the smallest size, within the available options of the desired equipment line, necessary to meet the design heating and cooling loads of the building per 140.4(a) and 170.2(c)1. Healthcare facilities are excepted. 2 It is common practice to show rated output capacity on the equipment schedule. Sensible cooling output comes from specification sheet tables. 3 If equipment is heating only, leave cooling output and load blank. If equipment is cooling only, leave heating output and load blank. 4 Authority Having Jurisdiction may ask for load calculations used for compliance per 140.4(b) and 170.2(c).

11.8 15.5
HP-5 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
HP-6 <65,000 HSPF 7.7 13.3 SEER 13.0 16.5
HP-7 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
HP-8 <65,000 HSPF 7.7 13.3 SEER 13.0 15.8
HP-9 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
HP-10 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
HP-11 >=65,000 and <135,000 COP 3.4 4
EER
IEER
11 14.1

11.8 15.5
HP-12 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
HP-13 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 6 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
F. HVAC SYSTEM SUMMARY (DRY & WET SYSTEMS)
Dry System Equipment Efficiency (other than Package Terminal Air Conditioners (PTAC) and Package Terminal Heat Pumps (PTHP), DX-DOAS and Dual Fuel Heat Pumps) 01 02 03 04 05 06 07 08 09
Name or Item
Tag
Size Category
(Btu/h)
Heating Mode Cooling Mode
Rating
Condition
( °F)
Efficiency Unit
Minimum
Efficiency
Required per
Tables 110.2 /
Title 20
Design Efficiency Efficiency Unit
Minimum
Efficiency
Required per
Tables 110.2 /
Title 20
Design Efficiency
HP-14 <65,000 HSPF 7.7 13.3 SEER 13.0 16.4
G. PUMPS
This section does not apply to this project.

COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 7 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
This table is used to demonstrate compliance with prescriptive requirements found in 140.4(c), 140.4(e), 140.4(m), 170.2(c)3, and 170.2(c)4A for fan systems. Fan systems serving only process loads are exempt from these requirements and do not need to be included in Table H.

System
Name HP-1 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 3,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 3,000 696 MERV 13-16 Filter upstream of thermal conditioning
equipment 3,000 417
Hydronic/DX cooling coil or heat pump coil 3,000 417
Economizer Return Damper 3,000 138
Manufactu
rer
provided

0.65 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 8 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-5 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 9 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-6 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 1,600 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 1,600 371 MERV 13-16 Filter upstream of thermal conditioning
equipment 1,600 222
Hydronic/DX cooling coil or heat pump coil 1,600 222
Economizer Return Damper 1,600 74
Manufactu
rer
provided

0.56 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 10 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-7 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 11 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-8 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 1,200 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 1,200 278 MERV 13-16 Filter upstream of thermal conditioning
equipment 1,200 167
Hydronic/DX cooling coil or heat pump coil 1,200 167
Economizer Return Damper 1,200 55
Manufactu
rer
provided

0.45 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 12 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-9 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 13 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-10 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 14 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-11 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 3,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 3,000 696 MERV 13-16 Filter upstream of thermal conditioning
equipment 3,000 417
Hydronic/DX cooling coil or heat pump coil 3,000 417
Economizer Return Damper 3,000 138
Manufactu
rer
provided

0.65 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 15 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-12 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 16 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-13 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

0.71 Fan System Allowance (kW)3
Fan System Electrical
Output (kW)
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 17 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
H. FAN SYSTEMS & AIR ECONOMIZERS
System
Name HP-14 Quantity
1 Fan System
Status New SystemZoning
all
other
system
s
Serving
Dwelling
Units
Not Serving
Dwelling Units
Fan System
Airflow (cfm) 2,000 SiteElevation 84 Economizer
Fixed
Temperatu
re
01 02 03 04 05 06 07 08 09 10 11
Fan
Name
or Item
Tag
Fan Type Qty Component
Airflow
through
Component
(%)
Water Gauge
(w.g)
Allowance Design
Compone
nt
Allowance
Fan
Allowance
(watt/cfm)
3 Design
Electrical
Input
Power
Method
Motor
Nameplate
Horsepower
Design
Electrical
Input
Power
(kW)
SF Supply 1
Base Allowance for system serving spaces <=6 floors away 2,000 464 MERV 13-16 Filter upstream of thermal conditioning
equipment 2,000 278
Hydronic/DX cooling coil or heat pump coil 2,000 278
Economizer Return Damper 2,000 92
Manufactu
rer
provided

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 18 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
Fan Energy Index (FEI)
01 02 03
Name or Item Tag FEI Exception FEI
I. SYSTEM CONTROLS
This table is used to demonstrate compliance with mandatory controls in 110.2 and 120.2 and prescriptive controls in 140.4(f) and (n), 170.2(c)4D 170.2(c)4L or requirements in 141.0(b)2E 180.2(b)2 for altered space conditioning systems. 01 02 03 04 05 06 07 08 09
System Name System
Zoning
Conditioned
Floor Area
Being Served
(ft2)
Thermostats
110.2(b) & (c)1, 120.2(a)
160.3(a)2A or 141.0(b)2E &
180.2(b)2
Shut-Off
Controls
120.2(e) &
160.3(a)2D
Isolation
Zone
Controls
120.2(g) &
160.3(a)2F
Demand Response
110.12 120.2(b) &
160.3(a)2B
Supply Air
Temp. Reset
140.4(f) &
170.2(c)4D
Window Interlocks per
140.4(n) & 170.2(c)4D
HP-1 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-5 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-6 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-7 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-8 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-9 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-10 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-11 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-12 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 19 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
I. SYSTEM CONTROLS
HP-13 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
HP-14 Single zone <= 25,000 ft2 Setback Auto Timer
Switch 4 Hour Timer EMCS Included Provided
1 FOOTNOTES: Gravity gas wall heaters, gravity floor heaters, gravity room heaters, non-central electric heaters, fireplaces or decorative gas appliances, wood stoves are not required to have setback thermostats.

Nonresidential and Hotel/ Motel Multifamily Common Use Ventilation Systems 04 05 06 07
System Name HP-1
System Design OA CFM
Airflow1
1166 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 20 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-1 Office space 2186 327.9 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 328 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-5
System Design OA CFM
Airflow1
996 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-5 Office space 569 85.4 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 85 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-6
System Design OA CFM
Airflow1
770 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 21 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-6 Conference/ meeting 440 220 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 220 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-7
System Design OA CFM
Airflow1
887 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-7 Library - reading room/ stacks 1664 249.6 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 250 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-8
System Design OA CFM
Airflow1
575 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 22 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-8 Library - reading room/ stacks 863 129.4 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 129 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-9
System Design OA CFM
Airflow1
954 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-9 Library - reading room/ stacks 1193 179 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 179 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-10
System Design OA CFM
Airflow1
951 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 23 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-10 Library - reading room/ stacks 1783 267.4 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 267 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-11
System Design OA CFM
Airflow1
1207 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-11 Office space 3017 452.6 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 453 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-12
System Design OA CFM
Airflow1
866 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 24 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-12 Office space 1624 243.6 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 244 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-13
System Design OA CFM
Airflow1
842 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
HP-13 Office space 842 126.3 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 126 18 Ventilation for this System Complies? Yes 04 05 06 07
System Name HP-14
System Design OA CFM
Airflow1
814 System Design
Transfer Air CFM 0
Air Filtration per 120.1(c) 141.0(b)2 and
160.2(c)212
Provided
08 09 10 11 12 13 14 15 16
Space Name
or Item Tag
Mechanical Ventilation Required per 120.1(c)33 & 160.2(c)3 Exh. Vent per 120.1(c)4 & 160.2(c)4 DCV or Sensor Controls per 120.1(d)3,
120.1(d)5, and 120.1(e)36 160.2(c)5D
Occupancy Type4 160.2(c)5E 160.2(c)5D
Conditioned
Floor Area
(ft2)
# of Shower
heads/
toilets
# of
people5
Required
Min OA
CFM
Required
Min CFM
Provided per Design
CFM
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 25 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
HP-14 Office space 1527 229 0 0
DCV NA: Not required per
§120.1(d)3
Occ Sensor NA: Not required
space type
17 Total System Required Min OA CFM 229 18 Ventilation for this System Complies? Yes 1 FOOTNOTES: System CFM should include both mechanical and natural ventilation for the zone/system 2 Air filtration requirements apply to the following three system types per 120.1(c)1A: space conditioning systems utilizing ducts to supply air to occupiable space; supply-only ventilation systems providing outside air to occupiable space; supply side of balanced ventilation systems including heat recovery and energy recovery ventilation systems providing outside air to occupiable space.
3 Uniform Mechanical Code may have more stringent ventilation requirements; the most stringent code requirement takes precedence. 4 See Standards Tables 120.1-A and 120.1-B.
5 For lecture halls with fixed seating, the expected number of occupants shall be determined in accordance with the California Building Code. 6 120.2(e)3 requires systems serving rooms that are required by 130.1(c) to have lighting occupancy sensing controls to also have occupancy sensing zone controls for ventilation.

COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 26 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
J. VENTILATION AND INDOOR AIR QUALITY
4 A balanced ventilation system provides ventilation airflow to each dwelling-unit at a rate equal to or greater than the required minimum rate, but not more than twenty percent.

K. TERMINAL BOX CONTROLS
This section does not apply to this project.

L. DISTRIBUTION (DUCTWORK and PIPING)
This table is used to show compliance with mandatory pipe insulation requirements found in 120.3 and mandatory requirements found in 120.4(g) for duct sealing. 01 Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall be installed with a cover suitable for outdoor service. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I or Class II vapor retarder. All penetrations and joints of which shall be sealed.

Duct Leakage Testing
The answers to the questions below apply to the following duct systems: HP-1 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 27 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-5 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 28 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-6 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 29 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-7 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 30 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-8 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 31 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-9 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 32 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-10 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 33 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-11 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 34 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-12 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 35 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-13 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 36 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
The answers to the questions below apply to the following duct systems: HP-14 NR/ Common Use: Duct leakage testing shall not exceed 6% per NA7.5.3 required for these systems? Yes
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 37 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
L. DISTRIBUTION (DUCTWORK and PIPING)
Dwelling Units: Total duct leakage of duct system shall not exceed 12% or duct system to outside shall not exceed 6% per RA3.1.4 required for systems?
Yes
Duct leakage testing per CMC Section 603.10.1 required for these systems? No
11 false
12 Yes Duct system provides conditioned air to an occupiable space for a constant volume, single zone, space-conditioning system. 13 Yes The space conditioning system serves less than 5,000 ft2 of conditioned floor area. 14 No The combined surface area of the ducts is more than 25% of the total surface area of the entire duct system:
15 The scope of the project includes extending an existing duct system, which is constructed, insulated or sealed with asbestos. 16 No The scope of the project includes an existing duct system that is documented to have been previously sealed as confirmed through field verification and diagnostic testing in accordance with procedures in the Reference Nonresidential Appendix NA2. 17 All Ductwork and plenums with pressure class ratings shall be constructed to Seal Class A 18 All ductwork is an extension of an existing duct system 19 Ductwork serving individual dwelling unit
20 < 25 ft of new or replacement space conditioning ducts installed 21 R-8 Dust Insulation R-value
M. COOLING TOWERS
This section does not apply to this project.

N. DECLARATION OF REQUIRED CERTIFICATES OF INSTALLATION Form/Title
NRCI-MCH-01-E - Must be submitted for all buildings
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 38 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
O. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE
Form/Title Systems/Spaces To Be Field
Verified
NRCA-MCH-02-A - Outdoor Air must be submitted for all newly installed HVAC units. Note: MCH-02-A can be performed in conjunction with MCH-07-A Supply Fan VFD Acceptance (if applicable) since testing activities overlap.

Trane 7.5 Ton; Trane 5 Ton;
Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
NRCA-MCH-03-A - Constant Volume Single Zone HVAC NOTE: This form does not automatically move to "Yes'. If Constant Volume Single Zone HVAC Systems are included in the scope, permit applicant should move this form to "Yes".

Trane 7.5 Ton; Trane 5 Ton;
Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
NRCA-MCH-05-A - Air Economizer Controls Trane 7.5 Ton; Trane 5 Ton; Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
NRCA-MCH-11-A Automatic Demand Shed Controls Trane 7.5 Ton; Trane 5 Ton; Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
NRCA-MCH-12-A FDD for Packaged Direct Expansion Units Trane 7.5 Ton; Trane 5 Ton; Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
COM-2310004

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 39 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02
O. DECLARATION OF REQUIRED CERTIFICATES OF ACCEPTANCE
NRCA-MCH-16-A Supply Air Temperature Reset Controls Trane 7.5 Ton; Trane 5 Ton; Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
NRCA-MCH-18-A Energy Management Control Systems Trane 7.5 Ton; Trane 5 Ton; Trane 4 Ton; Trane 5 Ton;
Trane 3 Ton; Trane 5 Ton;
Trane 5 Ton; Trane 7.5 Ton;
Trane 5 Ton; Trane 5 Ton;
Trane 5 Ton;
P. DECLARATION OF REQUIRED CERTIFICATES OF VERIFICATION There are no NRCV forms required for this project.

STATE OF CALIFORNIA
Mechanical Systems CALIFORNIA ENERGY COMMISSION

CERTIFICATE OF COMPLIANCE NRCC-MCH-E
Project Name: NSHL Roof Assessment and Repair Report Page: (Page 40 of 40) Project Address: 1122 Delpaso BLVD. Date Prepared: 3/17/2023 Registration Number: Generated Date/Time: Documentation Software: EnergyPro CA Building Energy Efficiency Standards - 2022 Nonresidential Compliance Report Version: 2022.0.000 Schema Version: rev 20220101
Compliance ID: EnergyPro-42024-0323-0119
Report Generated: 2023-03-17 10:58:02

DOCUMENTATION AUTHOR'S DECLARATION STATEMENT
I certify that this Certificate of Compliance documentation is accurate and complete.

Documentation Author Name: Documentation Author Signature:

Company:

Leaf Engineers
Signature Date:

Address: CEA/ HERS Certification Identification (if applicable):

City/State/Zip: Phone:

RESPONSIBLE PERSON'S DECLARATION STATEMENT
I certify the following under penalty of perjury, under the laws of the State of California:

1. The information provided on this Certificate of Compliance is true and correct.

Responsible Designer Name:

LEAF Egineers
Responsible Designer Signature:

Company:

LEAF Engineers
Date Signed:
2023-03-17
Address:
1100 Iron Point Rd, Suite 200
License:

City/State/Zip:

Folsom CA 95630
Phone:
916-335-9992
3/17/23 M33380
COM-2310004
Calculations
for
DynaRound Slimline Guardrail System

Checked per the Load Requirements of the
International Building Code 2018 and
OSHA CFR 1910.29 – Fall Protection Systems and Falling Object Protection

____________________________________
COM-2310004
DynaRound Slimline Guardrail System
Checked per IBC 2018 and OSHA CFR 1910.29
Engineer: E. A. Love, P.E.

Design Criteria
Guardrail Loads:

It is assumed for these calculations that the DynaRound Slimline Guardrail system will be installed on building roofs which are inaccessible to the general public. - Case 1: From IBC 1607.8.1.1 - Concentrated Load. Handrails and Guards shall be designed to resist a concentrated load of 200 lb (0.89 kN) in accordance with Section

4.5.1.1 of ASCE 7.
- Case 2: From IBC 1607.8.1. Exceptions - …for areas that are not accessible to the general public and that have an occupant load less than 50, the minimum load shall be 20 lb/ft (0.29 kN/m)
From OSHA CFR 1910.29:
- Case 3: From 1910.29(b)(4) When the 200-pound (890-N) test load is applied in a downward direction, the top rail of the guardrail system must not deflect to a height of less than 39 inches (99 cm) above the walking-working surface. - Case 4: From 1910.29 (b)(5) Midrails, screens, mesh, intermediate vertical members, solid panels, and other equivalent intermediate members are capable of withstanding, without failure, a force of at least 150 pounds (667 N) applied in any downward or outward direction at any point along the intermediate member.

Structural Shapes:

Allowable Stresses:

Bending 45,000 psi FOS = 2.0
Shear 2,250 psi FOS = 2.0
Compression 45,000 psi FOS = 2.0
Mechanical Properties of 1.9 Inch OD x 1.5 Inch ID Tube:

Reference Fibergrate Test Report R1 Dated 10-3-16 (attached):

Ult. Flex Strength 90,000 psi (62 MPa)
Full Section Flex Modulus 5.0 x 106 psi (34.5 GPa)
1 COM-2310004
2 COM-2310004
3 COM-2310004
4 11 12 13-15 16 17 18-19 COM-2310004
5 20 21 22-23 24 25 26 COM-2310004
6 27 28 COM-2310004
7 29-30 COM-2310004
8 3132 33-34 3536 37-38 3940 COM-2310004
9 41-42 4344 (see page 45) 4647 COM-2310004
10 48-49 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 1 - Loads and Reactions
SK-3
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
11 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 1 - Deflected Shape x 1
SK-2
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
12 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 2 Detail Report: M1 Load Combination: LC 5: D + IBC 1
Diagrams:

Y Deflection ( in ) Z Deflection ( in )
Axial Force ( lbs ) Y Shear Force ( lbs ) Z Shear Force ( lbs ) Torsion ( lb-in ) z-z Moment ( lb-in ) y-y Moment ( lb-in ) Axial Stress ( psi ) Biaxial Compression Bending Stress(p… Biaxial Tension Bending Stress ( psi )

1.03596 at 27.632 in

0.05624 at 0 in
-0.03596 at 28.306 in
124.18258 at 0 in
119.28805 at 64.7 in
-17.08832 at 0 in
-15.61303 at 0 in
7876.2749 at 0 in
0 at 64.7 in
795.55306 at 0 in
-310.06137 at 64.7 in
18762.39911 at 0 in
732.79233 at 64.026 in
-732.79233 at 64.026 in
-18762.39911 at 0 in
13 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 4 Detail Report: M3 Load Combination: LC 5: D + IBC 1
Diagrams:

5.67151 at 0 in
0 at 42 in
-0.00237 at 0 in
-0.05624 at 42 in

16.41224 at 42 in

11.89918 at 0 in
219.54423 at 19.25 in
136.67566 at 0 in

17.08832 at 19.25 in
-10.30555 at 0 in
-627.34918 at 0 in
-795.55306 at 19.25 in
-2.92634 at 0 in
-7876.2749 at 42 in

27.8036 at 0 in
-373.14629 at 19.25 in

15.18657 at 42 in

11.01054 at 0 in
18667.45248 at 42 in

66.2608 at 0 in
-66.2608 at 0 in
-18667.45248 at 42 in
14 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 6 Detail Report: M11 Load Combination: LC 5: D + IBC 1
Diagrams:

0.05991 at 116.875 in
-0.01133 at 254.375 in

0.28892 at 140.938 in
-7.72866 at 330 in
-1.88656 at 0 in
-13.09617 at 213.125 in

7.78352 at 309.375 in
-5.44185 at 116.875 in
132.90004 at 309.375 in
-10.08103 at 120.313 in
539.46192 at 309.375 in
-16.68561 at 24.063 in
146.51496 at 116.875 in
-49.20833 at 44.688 in
547.10993 at 330 in
-2193.95345 at 309.37…
-1.74567 at 0 in
-12.11814 at 213.125 in
5205.24485 at 309.375…

31.84548 at 10.313 in
-31.84548 at 10.313 in
-5205.24485 at 309.37…
15 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 2 - Loads and Reactions
SK-4
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
16 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 2 - Deflected Shape x 1
SK-5
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
17 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 2 Detail Report: M11 Load Combination: LC 6: D + IBC 2
Diagrams:

0.00721 at 0 in
-0.00914 at 261.25 in
-0.18639 at 330 in
-11.68431 at 130.625 in

22.53784 at 24.063 in

1.16435 at 309.375 in

6.01952 at 0 in
-3.95783 at 116.875 in

59.86881 at 24.063 in
-42.77223 at 120.313 in
675.13134 at 24.063 in
-567.99462 at 213.125…

72.86956 at 116.875 in
-66.11437 at 20.625 in
4329.59 at 116.875 in
-1226.98405 at 24.063…

20.8547 at 24.063 in

1.0774 at 309.375 in
10262.93575 at 116.87…

41.61558 at 44.688 in
-41.61558 at 44.688 in
-10262.93575 at 116.8…
18 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 4 Detail Report: M7 Load Combination: LC 6: D + IBC 2
Diagrams:

11.4841 at 0 in
0 at 42 in
0 at 42 in
-0.00323 at 17.063 in

19.07866 at 42 in

7.39153 at 0 in

97.35896 at 0 in

58.9577 at 19.25 in

4.84183 at 0 in
-3.94773 at 19.25 in
-215.43076 at 19.25 in
-274.22105 at 0 in
983.53444 at 0 in
-1193.22947 at 42 in

64.65151 at 18.813 in
-51.99276 at 42 in

17.65386 at 42 in

6.83953 at 0 in
2830.73489 at 42 in

53.60477 at 10.063 in
-53.60477 at 10.063 in
-2830.73489 at 42 in
19 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 3 - Loads and Reactions
SK-1
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
20 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 3 - Deflected Shape x 1
SK-2
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
21 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 2 Detail Report: M4 Load Combination: LC 7: D + IBC 3
Diagrams:

11.35304 at 0 in
0 at 42 in

0.00041 at 15.75 in
-0.00018 at 0 in

18.88242 at 42 in

7.41862 at 0 in

70.10613 at 0 in

61.55059 at 19.25 in
-0.17708 at 19.25 in
-1.65891 at 0 in
831.51126 at 0 in
529.50824 at 19.25 in
758.33849 at 0 in
-1193.18094 at 42 in

7.84649 at 0 in
-23.36175 at 18.813 in

17.47227 at 42 in

6.86459 at 0 in
2827.93861 at 42 in

22.8987 at 22.75 in
-22.8987 at 22.75 in
-2827.93861 at 42 in
22 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 4 Detail Report: M11 Load Combination: LC 7: D + IBC 3
Diagrams:

0.00533 at 0 in
-0.00919 at 165 in
-0.57399 at 0 in
-13.65001 at 165 in

21.73745 at 24.063 in

1.97818 at 0 in

5.49362 at 0 in
-5.49362 at 330 in
100 at 120.313 in
-100 at 165 in
758.33849 at 24.063 in
-758.33849 at 213.125…

64.03034 at 116.875 in
-58.02893 at 20.625 in
5638.12539 at 165 in
-1108.6249 at 24.063 in

20.11409 at 24.063 in

1.83045 at 0 in
13363.01384 at 165 in

86.54107 at 61.875 in
-86.54107 at 61.875 in
-13363.01384 at 165 in
23 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 4 - Loads & Reactions
SK-3
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
24 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 4 - Deflected Shape x5
SK-4
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
25 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 2 Detail Report: M11 Load Combination: LC 8: D + OSHA 4
Diagrams:

0.0684 at 147.813 in
-0.57995 at 68.75 in

0.01692 at 330 in
-0.00031 at 165 in
116.53148 at 24.063 in
-0.20535 at 309.375 in
103.93652 at 24.063 in
-103.08471 at 116.875…

0.06219 at 24.063 in
-0.0584 at 213.125 in

0.9343 at 24.063 in
-0.97311 at 213.125 in
2215.74603 at 116.875…
-2607.59983 at 68.75 in

4.06529 at 213.125 in
-1.82096 at 24.063 in
107.82884 at 24.063 in
-0.19001 at 309.375 in
6180.22532 at 68.75 in

2.70867 at 326.563 in
-2.70867 at 326.563 in
-6180.22532 at 68.75 in
26 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 5 - Loads & Reactions
SK-5
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
27 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Load Case 5 - Deflected Shape
SK-6
Jan 21, 2020
Slimline 8 FT A Outrigger.r3d
28 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 2 Detail Report: M7 Load Combination: LC 9: D + IBC 5
Diagrams:

6.18406 at 0 in
0 at 42 in
0 at 42 in
-0.00201 at 17.063 in

18.52138 at 42 in

7.3636 at 0 in

65.8522 at 0 in

44.93976 at 19.25 in

2.99658 at 0 in
-2.51605 at 19.25 in
-67.94882 at 19.25 in
-77.92855 at 0 in
535.15023 at 0 in
-1190.86018 at 42 in

39.42326 at 18.813 in
-32.81766 at 42 in

17.1382 at 42 in

6.81368 at 0 in
2823.50757 at 42 in

34.61599 at 8.313 in
-34.61599 at 8.313 in
-2823.50757 at 42 in
29 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 'A' Outrigger
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT A Outrigger.r3d ] Page 4 Detail Report: M11 Load Combination: LC 9: D + IBC 5
Diagrams:

0.00391 at 0 in
-0.00915 at 261.25 in
-0.02572 at 330 in
-6.22904 at 127.188 in

13.04419 at 24.063 in

0.20326 at 309.375 in

3.61281 at 213.125 in
-3.85401 at 116.875 in

44.7758 at 24.063 in
-35.03183 at 116.875 in
336.22337 at 24.063 in
-295.63004 at 213.125…

67.69886 at 116.875 in
-30.45527 at 65.313 in
1888.0926 at 96.25 in
-725.07827 at 24.063 in

12.07004 at 24.063 in

0.18808 at 309.375 in
4474.94553 at 96.25 in

65.06291 at 223.438 in
-65.06291 at 223.438 in
-4474.94553 at 96.25 in
30 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 1 - Loads and Reactions
SK-1
Jan 22, 2020
Slimline 8 FT Return Assy.r3d
31 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 1 - Deflected Shape x 1
SK-2
Jan 22, 2020
Slimline 8 FT Return Assy.r3d
32 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 2 Detail Report: M3 Load Combination: LC 5: D + IBC 1
Diagrams:

2.56511 at 0 in
0 at 42 in

0.02149 at 0 in
-0.00542 at 26.25 in

95.48041 at 19.25 in

49.50151 at 0 in
195.82115 at 19.25 in
-66.82693 at 0 in
-29.3859 at 19.25 in
-53.83802 at 0 in
365.98826 at 0 in
-572.59979 at 19.25 in
3264.32227 at 19.25 in
-1190.60885 at 42 in
678.93175 at 0 in
-333.89599 at 18.813 in

88.34988 at 19.25 in

45.80471 at 0 in
7811.33351 at 19.25 in

83.38593 at 35.875 in
-83.38593 at 35.875 in
-7811.33351 at 19.25 in
33 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 4 Detail Report: M11 Load Combination: LC 5: D + IBC 1
Diagrams:

0.07871 at 103.125 in
-0.13706 at 330 in

0.25643 at 120.313 in
-2.82614 at 330 in

1.38011 at 0 in
-54.77106 at 213.125 in

44.64316 at 309.375 in
-4.85835 at 213.125 in

17.60996 at 213.125 in
-49.21697 at 309.375 in
125.77357 at 213.125 in
-763.54155 at 309.375…
942.25415 at 309.375 in
-185.73065 at 213.125…
1181.43549 at 309.375…
-854.45096 at 213.125…

1.27704 at 0 in
-50.68073 at 213.125 in
3581.5949 at 309.375 in

15.33404 at 17.188 in
-15.33404 at 17.188 in
-3581.5949 at 309.375…
34 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 2 - Loads and Reactions
SK-3
Jan 22, 2020
Slimline 8 FT Return Assy.r3d
35 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 2 - Deflected Shape
SK-4
Jan 22, 2020
Slimline 8 FT Return Assy.r3d
36 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 2 Detail Report: M7 Load Combination: LC 6: D + IBC 2
Diagrams:

10.48514 at 0 in
0 at 42 in
0 at 41.563 in
-0.00524 at 0 in

0.60036 at 19.25 in

0.20663 at 0 in
106.81034 at 0 in

49.55053 at 19.25 in

0.30311 at 19.25 in
-3.30759 at 0 in
-140.35647 at 0 in
-212.15847 at 19.25 in
994.12045 at 0 in
-1192.7683 at 42 in

29.12321 at 0 in
-33.10089 at 18.813 in

0.55553 at 19.25 in

0.1912 at 0 in
2827.02502 at 42 in

30.48588 at 9.188 in
-30.48588 at 9.188 in
-2827.02502 at 42 in
37 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 4 Detail Report: M11 Load Combination: LC 6: D + IBC 2
Diagrams:

0.03397 at 330 in
-0.00683 at 281.875 in
-0.07819 at 330 in
-10.60035 at 127.188 in

5.41741 at 213.125 in
-20.17579 at 0 in

2.70705 at 309.375 in
-18.12391 at 0 in

74.14038 at 0 in
-41.96405 at 120.313 in
820.20084 at 0 in
-516.53996 at 213.125…

32.2866 at 213.125 in
-522.17464 at 0 in
3942.48546 at 116.875…
-1570.83544 at 0 in

5.01283 at 213.125 in
-18.66905 at 0 in
9344.05081 at 116.875…

46.51999 at 233.75 in
-46.51999 at 233.75 in
-9344.05081 at 116.87…
38 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 3 - Loads & Reactions
SK-7
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
39 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 3 - Deflected Shape
SK-6
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
40 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 2 Detail Report: M4 Load Combination: LC 7: D + IBC 3
Diagrams:

10.11699 at 0 in
0 at 42 in

0.00011 at 17.063 in
-0.00004 at 3.063 in

0.92164 at 19.25 in

0.45803 at 0 in

74.88243 at 0 in

52.07175 at 19.25 in
-0.08967 at 19.25 in
-1.27793 at 0 in
716.84749 at 0 in
529.52425 at 19.25 in
713.30914 at 0 in
-1192.61494 at 42 in

12.8823 at 0 in
-11.15868 at 18.813 in

0.85281 at 19.25 in

0.42382 at 0 in
2826.595 at 42 in

17.67382 at 9.625 in
-17.67382 at 9.625 in
-2826.595 at 42 in
41 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 4 Detail Report: M11 Load Combination: LC 7: D + IBC 3
Diagrams:

0.03711 at 330 in
-0.00546 at 275 in
-0.66654 at 330 in
-12.27055 at 165 in

3.80428 at 213.125 in
-14.76599 at 0 in

10.13537 at 309.375 in
-10.13557 at 0 in

99.99998 at 120.313 in
-100.00002 at 165 in
713.30984 at 24.063 in
-713.3101 at 213.125 in

13.69518 at 213.125 in
-419.69435 at 0 in
5386.00934 at 165 in
-1207.53323 at 0 in

3.52017 at 213.125 in
-13.66326 at 0 in
12765.28288 at 165 in

25.91182 at 264.688 in
-25.91182 at 264.688 in
-12765.28288 at 165 in
42 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 4 - Loads & Reactions
SK-8
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
43 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 4 - Deflected Shape x 5
SK-9
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
44 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 2 Detail Report: M11 Load Combination: LC 8: D + OSHA 4
Diagrams:

0.13226 at 0 in
-0.59786 at 68.75 in

0.03211 at 209.688 in
-0.00108 at 330 in
124.19802 at 24.063 in

0.32224 at 309.375 in

98.11139 at 24.063 in
-101.88861 at 72.188 in

0.39625 at 213.125 in
-0.37392 at 120.313 in

28.59413 at 0 in
-1.40184 at 120.313 in
2228.13689 at 116.875…
-2625.25269 at 68.75 in

22.4183 at 20.625 in
-24.27869 at 213.125 in
114.92284 at 24.063 in

0.29817 at 309.375 in
6222.15798 at 68.75 in

3.54284 at 271.563 in
-3.54284 at 271.563 in
-6222.15798 at 68.75 in
45 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 5 - Loads & Reactions
SK-10
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
46 COM-2310004
Fibergrate Composite Structures, Inc
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacing with 5 ft Return
Load Case 5 - Deflected Shape x 1
SK-11
Jan 23, 2020
Slimline 8 FT Return Assy.r3d
47 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 2 Detail Report: M11 Load Combination: LC 9: D + IBC 5
Diagrams:

0.01541 at 0 in
-0.00218 at 278.438 in

0.07226 at 330 in
-3.46584 at 130.625 in

3.21327 at 213.125 in
-6.7301 at 0 in

0.23981 at 213.125 in
-4.24922 at 0 in

28.62623 at 24.063 in
-27.2439 at 116.875 in
252.87346 at 0 in
-166.37839 at 213.125…

8.44795 at 213.125 in
-180.02043 at 0 in
1158.02143 at 140.938…
-538.71126 at 0 in

2.9733 at 213.125 in
-6.22749 at 0 in
2744.60984 at 140.938…

16.46596 at 41.25 in
-16.46596 at 41.25 in
-2744.60984 at 140.93…
48 COM-2310004
Company
Designer
Job Number
Model Name
:
:
:
:

Fibergrate Composite Structures…
Ethan Love, P.E.

DynaRound Slimline - 8 ft Spacin…
Checked By : __________
RISA-3D Version 18 [ Slimline 8 FT Return Assy.r3d ] Page 4 Detail Report: M7 Load Combination: LC 9: D + IBC 5
Diagrams:

3.42772 at 0 in
0 at 42 in
0 at 42 in
-0.00131 at 0 in

0.40228 at 19.25 in

0.19301 at 0 in

57.08692 at 0 in

35.90377 at 19.25 in -0.143 at 0 in
-0.29327 at 19.25 in
-44.06318 at 0 in
-56.87157 at 19.25 in
361.18084 at 0 in
-1189.62366 at 42 in

1.40832 at 0 in
-6.51552 at 42 in

0.37223 at 19.25 in

0.1786 at 0 in
2819.54768 at 42 in

27.34068 at 6.125 in
-27.34068 at 6.125 in
-2819.54768 at 42 in
49 COM-2310004
Low Maintenance: The corrosion
resistant properties of FRP are easy to
clean and reduce or eliminate the need for
sandblasting, scraping and painting.

Corrosion Resistant: Fibergrate® fiberglass
products are known for their ability to resist
corrosion in the harshest environments.

Lightweight: Fibergrate FRP products lessen
impact on rooftop installations, reduce
installation time, can eliminate the need for
heavy lifting equipment, and reduce shipping
costs.

Long Service Life: Fiberglass products
provide outstanding durability and corrosion
resistance in demanding applications for
improved product life over traditional
materials.

UV Resistant: The FRP rails, post, and
outriggers have an additional factory applied
coating suitable for daily UV exposure, further
reducing the low cost of maintenance.

Electrically & Thermally Non Conductive:

Fiberglass is electrically non-conductive for
safety and has low thermal connectivity -
resulting in a more comfortable product when
physical contact occurs.

PRODUCT DATA SHEET
[ ]
Arsenic Barium Cadmium Chromium Lead Mercury Nickel Selenium Silver Heavy Metal

SAFE ISO
9001-2008

QUALITY CERTIFIED

HIGH PERFORMANCE COMPOSITE SOLUTIONS | SINCE 1966
Building the World to Last™
DYNAROUND RG (ROOF GUARD) SLIMLINE™
Fibergrate’s ballasted rooftop guardrail system, DynaRound RG Slimline™, provides safety and fall protection on rooftop applications. While our RG system utilizes counter balance bases, the SlimLine systems use both counterbalance bases in addition to circular galvanized bases. Similar to our DynaRound RG system, each Slimline system is made of durable, weatherresistantfiberglass reinforced plastic (FRP) composite uprights and rails, galvanized steel base weights, and galvanized connector components. This system meets applicable safety standards in the U.S. and Canada to protect people working at heights.

SLIMLINE BASE

OPEN CROSS OVER FRP MID RAIL

FRP POST

FRP TOP RAIL

OPEN CROSS OVER

SPECIFICATIONS
Materials of Construction
Rails, posts, and outriggers:
• VEFR (Vinyl ester resin system with a flame spread of 25 or less for dependable resistance to both acidic and alkaline environments) Fittings and Base Weights:
•Galvanized, cast iron connectors with set screws
• Protective, durable rubber pads on parts that
contact roof surface
Colors
Yellow with UV Coating
Light Gray with UV Coating
Size
• 1.9” O.D. Pultruded
Round Tube
Safety Ratings
Meets OSHA Requirements:
•
•
•
•
Meets IBC 2015 Requirements:
• CAL/OSHA 3210
• CAL/OSHA 3212
• CAL OSHA 1620
• CAL/OSHA 3209
• 1926.501(b)(1)
• 1926.502(b)
• 1910.28(b)(1)
• 1910.29(b)
• 1015.3
• 1015.4.4
• 1015.7
• 1607.8.1
• 1607.8.1.1
• 1607.8.1.2
DynaRound RG Slimline provides the utmost in safety by
protecting against injuries or death from accidental falls from the roof. The weighted base system means there is no drilling into the roof to attach the system. This eliminates any damage to the roof that could result from the drilling, including potential sources of leaks.

BENEFITS OF FRP
DynaRound RG SlimLine Galvanized Base
50 ATTACHMENT ACOM-2310004

PRODUCT DATA SHEET
2 www.fibergrate.com | 800-527-4043

SYSTEM COMPONENTS

TYPICAL SPACING FOR ASSEMBLIES
All assembly details can be found on the next page.

RETURN CONDITION KICKER ASSEMBLY
PN #504601

WALL ASSEMBLY
PN #504701

RAIL SPLICE ASSEMBLY
PN #5045010 (YELLOW)
PN #5045012 (LT GRAY)

RETURN ASSEMBLY
PN #5001010 (YELLOW)
PN #001020 (LT GRAY)

1.9” Ø TUBE
20’ -0” LENGTH
PN #5045010 (YELLOW)
PN #5045012 (LT GRAY)

RETURN ASSEMBLY
PN #504801
90º SPLICE ASSEMBLY
PN #5041000 (YELLOW)
PN #5041002 (LT GRAY)

SLIMLINE POST ASSEMBLY
PN #5041200 (YELLOW)
PN #5041202 (LT GRAY)
“F” OUTRIGGER ASSEMBLY
5’-0” - No Parapet Wall
8’-0” - With Parapet Wall
2’-0”
2’-0”
1’-9”
MAX
5’-0”
1’-9”
MAX
PN #5041100 (YELLOW)
PN #5041102 (LT GRAY)

KICKER ASSEMBLY
5’-0” - No Parapet Wall
8’-0” - With Parapet Wall
1’-9”
MAX
(A kicker assembly can be used as an alternative to the standard “F” outrigger.)
51 COM-2310004

PRODUCT DATA SHEET
www.fibergrate.com | 800-527-4043 3

ASSEMBLY DETAILS
DynaRound SL Post Assembly, Yellow
ITEM #5041000
Weight = 97 lbs
DESCRIPTION QTY PN #
DynaRound SL Post - YL 1 5041610
Open Cross Over 2 793201
Lock Pin 1 793108.2
DynaRound SL Base 1 793108.7
DynaRound SL Kicker Assembly, Yellow
ITEM #5041100
Weight = 110 lbs
DESCRIPTION QTY PN #
DynaRound SL Post - YL 1 5041610
Open Cross Over 2 793201
Lock Pin 1 793108.2
DynaRound SL Base 1 793108.7
Two Way Elbow 2 793125
Dynaround SL Kicker Rail - YL 2 5041710
DynaRound SL ‘F’ Outrigger Assy, Yellow
ITEM #5041200
Weight = 108 lbs
DESCRIPTION QTY PN #
DynaRound RG Post - YL 1 5040010
Open Cross Over 2 793201
Slipper 1 793206
Roof 2 793208
Special Hook 2 793207
F Outrigger (L = 66") - YL 1 5043110
RETURN ASSEMBLY, Yellow
ITEM #5045010
Weight = 6 lbs
DESCRIPTION QTY PN #
Return (Length: 21-1/16”) 1 5045110
Two Way Elbow 2 793125

RAIL SPLICE ASSEMBLY
ITEM #504701
Weight = 3 lbs
DESCRIPTION QTY PN #
Sleeve Joint 2 793149
Swivel Elbow Assembly
ITEM #504802
Weight = 4 lbs
DESCRIPTION QTY PN #
Swivel Elbow 2 793126
DynaRound SL Post Assembly, LT GRAY
ITEM #5041002
Weight = 97 lbs
DESCRIPTION QTY PN #
DynaRound SL Post - GR 1 5041612
Open Cross Over 2 793201
Lock Pin 1 793108.2
DynaRound SL Base 1 793108.7
DynaRound SL Kicker Assembly, LT GRAY
ITEM #5041102
Weight = 110 lbs
DESCRIPTION QTY PN #
DynaRound SL Post - LG 1 5041612
Open Cross Over 2 793201
Lock Pin 1 793108.2
DynaRound SL Base 1 793108.7
Two Way Elbow 2 793125
Dynaround SL Kicker Rail - LG 2 5041712
DynaRound SL ‘F’ Outrigger Assy, LT GRAY
ITEM #5041202
Weight = 108 lbs
DESCRIPTION QTY PN #
DynaRound RG Post - LG 1 5040012
Open Cross Over 2 793201
Slipper 1 793206
Roof 2 793208
Special Hook 2 793207
F Outrigger (L = 66") - LG 1 5043112

WALL ASSEMBLY
ITEM #504601
Weight = 4 lbs
DESCRIPTION QTY PN #
Base Flange 2 793131
90° SPLICE ASSEMBLY
ITEM #504801
Weight = 4 lbs
DESCRIPTION QTY PN #
Two Way Elbow 2 793125

RETURN ASSEMBLY, LT GRAY
ITEM #5045012
Weight = 6 lbs
DESCRIPTION QTY PN #
Return (Length: 21-1/16”) 1 5045112
Two Way Elbow 2 793125
PN #793208

ROOF WEIGHT
FIND ELECTRIC COPY AT:
\\stv-dc\DATA\Engineering\Fabrication Engineering\ECN
BAAN # 793208
ROOF
WEIGHT = 39.7 lbs

DIMENSIONS ARE FOR REFERENCE ONLY

ISOMETRIC

ISOMETRIC VIEW
FIND ELECTRIC COPY AT:
\\stv-dc\DATA\Engineering\Fabrication Engineering\ECN
BAAN # 793206
SLIPER - 206
WEIGHT = 5.4 lbs

DIMENSIONS ARE FOR REFERENCE ONLY

ISOMETRIC

ISOMETRIC VIEW
PN #793206

SLIPPER
PN #793207
SPECIAL HOOK*
BAAN # 793207
SPECIAL HOOK - 207

SECTION F-F
WEIGHT = 3.2 lbs

DIMENSIONS ARE FOR REFERE

ISOMETRIC

ISOMETRIC
VIEW
*Shown upside down
PN #793126

SWIVEL ELBOW

ISOMETRIC VIEW
PN #5045110
RETURN (Length = 21-1/16”)

1.9”Ø Round Tube
UV Coated
PN #793108.2

LOCK PIN

ISOMETRIC VIEW
PN #793201

OPEN CROSS OVER

ISOMETRIC VIEW
FIND ELECTRIC COPY AT:
\\stv-dc\DATA\Engineering\Fabrication Engineering\ECN
BAAN # 793201
OPEN CROSS OVER - 201

SECTION A-A
WEIGHT = 2.2 lbs

DIMENSIONS ARE FOR REFERENCE ONL

ISOMETRIC
PN #793131

BASE FLANGE

ISOMETRIC VIEW
BAAN # 793131
BASE FLANGE - 131

SECTION E-E

ISOMETRIC

ISOMETRIC VIEW
PN #793125

TWO WAY ELBOW

SECTION H-H ISOMETRIC

ISOMETRIC VIEW
PN #793149

SLEEVE JOINT
BAAN # 793149
SLEEVE JOINT - 149

SECTION G-G ISOMETRIC
PN #5043110/5043112

F OUTRIGGER
(LENGTH=66”)
End Cap
UV Coated
6” Long
Stiffener

1.9”Ø Round
Tube - UV Coated
PN #793108.7
DynaRound SL Base

ISOMETRIC VIEW
Diameter=24”
End Cap
UV Coated

1.9”Ø Round
Tube
UV Coated
6” Long
Stiffener
PN # 5041610/5041612

DYNAROUND SL POST
(LENGTH =41-1/4”)
52 COM-2310004
Fibergrate Composite Structures Inc.
900 FM 205 · Stephenville, Texas 76401 · phone (800) 527-4043 · fax (254) 965-6456 www.fibergrate.com
Fibergrate Test Report – 1.9” OD x 1.526” ID Round Tube E. A. Love/Joe Burr/Sabino Esquivel Sept. 30, 2016 (R1 10‐03‐16) Introduction:

This test report summarizes a series of 6 ft span, three‐point bending tests conducted on VEFR 1.9” OD x

1.526” ID round tube on Sept. 26, 2016. Material was manufactured at Fibergrate, Stephenville on Sept. 23, 2016.

Test Procedure:

Three 84” long test specimens were cut from a single 288” long tube taken from production. All were tested in three point bending on a 72” span using the Tinius Olsen Test frame at Fibergrate Composite Structures. The supports were 1” diameter steel round bars and the load head was similar with the specimens protected by a steel reinforced HDPE load pad in contact with the specimen. Details of the test setup can be seen in the attached figures. All specimens were loaded to failure in a single cycle at a load rate of 1.5 inches per minute.

Summary of Results:

The load deflection curve is attached and the test results summarized below. The load deflection curve indicates fully elastic behavior until the point of failure.

Curve    Apparent Ultimate Ultimate Ultimate
Slope Stiffness Modulus Load   Bending Stress
Test No. (lb/in) (lb‐in2) (psi) (lb) (lb‐in) (psi)
1 249.875 1.943E+06 5.202E+06 2154 38,772 98,606
2 260.824 2.028E+06 5.430E+06 2084 37,512 95,402
3 249.367 1.939E+06 5.192E+06 1989 35,802 91,053
The mode of failure for all specimens was buckling of the upper surface of the tube with sudden splitting of the areas immediately adjacent to the load saddle and a tensile failure of the lower surface.   The failed tube is nearly broken into two pieces.  Details of the failure mode can be seen in Figure 4.

Conclusions and Recommendations:

The purpose of this test was as a proof test to verify the behavior of this profile in bending. In design work using this profile, I recommend using design values of ultimate flexural stress as 90,000 psi and apparent flexural modulus as 5.0 x 106 psi.

53 ATTACHMENT B COM-2310004
www.fibergrate.com
Load Deflection Curves:

54 COM-2310004
www.fibergrate.com
Figure 1 – Overall view of test setup.

Figure 2 – Support condition showing angles bolted to fixtures to maintain alignment. 55 COM-2310004
www.fibergrate.com
Figure 3 – View showing steel reinforced HDPE load saddle.

Figure 4 – Typical failure mode – Specimen 1 shown.

56 COM-2310004
www.fibergrate.com
Figure 5 – Sketch of test setup and load saddle.
57 COM-2310004
www.fibergrate.com
Figure 6 – Cross sectional dimensions and properties of 1.9” OD Tube. (Ixx = 0.3735 in4, Sxx = 0.3932 in3) 58 COM-2310004
North Sacramento Library - ASCE 7/41
Structural Calculations
Sacramento, California
ZFA Project Number: 22689
Plan Check #1
Prepared For:

PBK
Folsom, California
Prepared By:

Miguel Arismendi-Pardi, Designer
Dudley Mei, PE, Senior Engineer
Mickey Kellogg, SE, Principal-in-Charge
Sacramento, California
September 8, 2023
7801 folsom blvd | suite 204 | sacramento ca 95826 | 916 924 7024 zfa.com 1 MICKEY C.

KELLOGG
No. 5851

STRUCTURAL
R
R

EENI GNE

L NA ROFESS IO

P DERETSI GE ST
A

ATE OF CA LI FOR N I
COM-2310004
By:

City of Sacramento Plan Review

The approval of this plan and specification
SHALL NOT be held to permit or approve the
violation of any City Ordinance or State Law.

By:

ISSUED BY
Community Development Department
Jason Hone on Oct 05, 2023
5 6
E
F
Purlin 1 Purlin 2 Infill
ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
5 6
E
F HP-15 Support (E) 2-2x10 Near (E) Skylight
BM 1.1 ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
Pm 4'-6" 11'-8" 1'-4" 7'-0" Pm 4'-6" 11'-8" 1'-4" 3'-6" 7'-0" DL = 11 psf
RLL = 20 psf
Trib Width = 2 ft
Mech Load = Pm = 36 psf x 1 ft
≈ 36 lbs
DL = 11 psf
RLL = 20 psf
Trib Width = 2 ft
Mech Load = Pm = 36 psf x 2 ft
x 4 ft - 5 in/2≈ 159 lbs
Purlin 2 Reaction = Pr:

Pr DL = 115 lbs
Pr RLL = 103 lbs
(2) (E) 2-2x10 are OK. Please see Enercalc for
results.
4x10 is OK. Please see Enercalc for results.

DCR = 47.0%
L/502 < L/180 OK
DCR = 96.2%
L/274 < L/180 OK HP-15 Support (E) 2-2x10 Near (E) Skylight Pr Pr Pm ZFA Job #22689 Hold Down Engineer: MAAP Date: 03/08/2023 North Sacramento Library
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: HP-15 Support
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 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 :

Beam self weight calculated and added to loading
Loads on all spans...

Uniform Load on ALL spans : D = 0.0110, Lr = 0.020 ksf, Tributary Width = 2.0 ft Load for Span Number 1
Uniform Load : D = 0.0360 k/ft, Extent = 1.250 -->> 5.750 ft, Tributary Width = 1.0 ft, (Mech Load) . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.470: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 8.303ft
= 31.53 psi
=
1,500.00psi
Section used for this span 4x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 4x10
Maximum Shear Stress Ratio 0.140 : 1
= 0.000 ft
=
705.20psi
Maximum Deflection
0 <360
502
Ratio = 0 <180
Max Downward Transient Deflection 0.216 in Ratio = 970 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.418 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.50 ft 1 0.314 0.103 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.41 339.6 1,080.0 0.36 16.7 162.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.470 0.140 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.93 705.2 1,500.0 0.68 31.5 225.0 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.409 0.124 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.55 613.5 1,500.0 0.60 27.8 225.0 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.106 0.035 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.85 203.7 1,920.0 0.22 10.0 288.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: HP-15 Support
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.4179 8.686 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 0.733 0.636
Max Upward from Load Combinations 0.733 0.636
Max Upward from Load Cases 0.383 0.350
D Only 0.383 0.286
+D+Lr 0.733 0.636
+D+0.750Lr 0.646 0.549
+0.60D 0.230 0.172
Lr Only 0.350 0.350
COM-2310004
4x10
LUS48 18 39/16 63/4 2 — (6) 0.162 x 31/2 (4) 0.162 x 31/2 1,060 1,315 1,490 1,610 Lowest LUS410 18 39/16 83/4 2 — (8) 0.162 x 31/2 (6) 0.162 x 31/2 1,445 1,830 2,075 2,245 19% U410 16 39/16 83/8 2 — (14) 0.162 x 31/2 (6) 0.148 x 3 990 2,015 2,280 2,465 74% HUS410 14 39/16 815/16 2 — (8) 0.162 x 31/2 (8) 0.162 x 31/2 3,220 2,110 2,385 2,575 154% HU410 / HUC410
14 39/16 83/8 21/2 Min. (14) 0.162 x 31/2 (6) 0.148 x 3 1,135 2,085 2,350 2,520 232% 14 39/16 83/8 21/2 Max. (18) 0.162 x 31/2 (10) 0.148 x 3 1,795 2,680 3,020 3,250 253% HUCQ410-SDS 14 39/16 9 3 — (12) 1/4 x 21/2 SDS (6) 1/4 x 21/2 SDS 2,265 4,500 4,500 4,500 * Joist
Size
Model
No. Ga.

Dimensions (in.) Min./
Max.

Fasteners (in.) DF/SP Allowable Loads (lb.) Installed
Cost Index
W H B Header Joist (ICI) Uplift
(160)
Floor
(100)
Snow
(115)
Roof
(125)
Demand = 733 lbs
HU410 Capacity = 2,520 lbs > 733 lbs OK ZFA Job #22689 Joist and Glulam Key Plan Engineer: MAAP Date: 03/09/2023 North Sacramento Library
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: Purlin 1
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 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 :

Beam self weight calculated and added to loading
Loads on all spans...

Uniform Load on ALL spans : D = 0.0110, Lr = 0.020 ksf, Tributary Width = 2.0 ft Load for Span Number 1
Uniform Load : D = 0.04050 k/ft, Extent = 1.250 -->> 5.750 ft, Tributary Width = 1.0 ft, (Mech Load) . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.096: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 3.400ft
= 12.73 psi
=
1,500.00psi
Section used for this span 4x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 4x10
Maximum Shear Stress Ratio 0.057 : 1
= 5.986 ft
=
143.73psi
Maximum Deflection
0 <360
6496
Ratio = 0 <180
Max Downward Transient Deflection 0.005 in Ratio = 16914 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.012 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 6.725 ft 1 0.082 0.049 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.37 89.0 1,080.0 0.17 7.9 162.0 Length = 0.02464 ft 1 0.001 0.049 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.00 1.1 1,080.0 0.17 7.9 162.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.725 ft 1 0.096 0.057 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.60 143.7 1,500.0 0.27 12.7 225.0 Length = 0.02464 ft 1 0.001 0.057 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.01 1.9 1,500.0 0.27 12.7 225.0 +D+0.750Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.725 ft 1 0.087 0.051 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.54 130.0 1,500.0 0.25 11.5 225.0 COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: Purlin 1
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.0125 3.400 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 0.321 0.327
Max Upward from Load Combinations 0.321 0.327
Max Upward from Load Cases 0.186 0.192
D Only 0.186 0.192
+D+Lr 0.321 0.327
+D+0.750Lr 0.287 0.294
+0.60D 0.111 0.115
Lr Only 0.135 0.135
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: Purlin 2
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 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 :

Beam self weight NOT internally calculated and added
Point Load : D = 0.1920, Lr = 0.1350 k @ 2.0 ft, (Reaction from Purlin 1) Point Load : D = 0.03850, Lr = 0.070 k @ 2.0 ft, (Infill Reaction) . DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.089: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 2.000ft
= 11.77 psi
=
1,375.00psi
Section used for this span 2-2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.052 : 1
= 2.000 ft
=
122.16psi
Maximum Deflection
0 <360
16003
Ratio = 0 <180
Max Downward Transient Deflection 0.001 in Ratio = 33997 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.003 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 4.0 ft 1 0.065 0.038 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.23 64.7 990.0 0.12 6.2 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.089 0.052 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.44 122.2 1,375.0 0.22 11.8 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.078 0.046 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.38 107.8 1,375.0 0.19 10.4 225.0 +0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.022 0.013 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.14 38.8 1,760.0 0.07 3.7 288.0 .

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: Purlin 2
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.0030 2.000 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 0.218 0.218
Max Upward from Load Combinations 0.218 0.218
Max Upward from Load Cases 0.115 0.115
D Only 0.115 0.115
+D+Lr 0.218 0.218
+D+0.750Lr 0.192 0.192
+0.60D 0.069 0.069
Lr Only 0.103 0.103
COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: (E) 2-2x10 Near (E) Skylight
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per NDS 2018, IBC 2021, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 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 :

Beam self weight calculated and added to loading
Loads on all spans...

Uniform Load on ALL spans : D = 0.0110, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load : D = 0.1590 k @ 1.250 ft, (Mech Load)
Point Load : D = 0.1150, Lr = 0.1030 k @ 7.0 ft, (Purlin 2 Reaction) Point Load : D = 0.1150, Lr = 0.1030 k @ 10.50 ft, (Purlin 2 Reaction) Point Load : D = 0.1590 k @ 5.750 ft, (Mech Load)
. DESIGN SUMMARY Design OK
Maximum Bending Stress Ratio 0.962: 1
Load Combination +D+Lr
Span # where maximum occurs Span # 1
Location of maximum on span 7.792ft
= 54.89 psi
=
1,375.00psi
Section used for this span 2-2x10
Span # where maximum occurs
Location of maximum on span
= Span # 1
Load Combination +D+Lr
=
=
=
= = 225.00 psi
Section used for this span 2-2x10
Maximum Shear Stress Ratio 0.244 : 1
= 0.000 ft
=
1,322.79psi
Maximum Deflection
0 <360
274
Ratio = 0 <180
Max Downward Transient Deflection 0.365 in Ratio = 576 >=360 Max Upward Transient Deflection 0 in Ratio =
Max Downward Total Deflection 0.764 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 #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
D Only 0.0 0.00 0.0 0.0
Length = 17.50 ft 1 0.709 0.198 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 2.50 701.8 990.0 0.59 32.1 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.962 0.244 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 4.72 1,322.8 1,375.0 1.02 54.9 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.848 0.219 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 4.16 1,166.3 1,375.0 0.91 49.2 225.0 Conservative, since live load is
included under mechanical unit and
same loading is used on purlin on
other side of (E) skylight infill.

COM-2310004
Wood Beam
LIC# : KW-06015331, Build:20.23.08.01 ZFA STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION: (E) 2-2x10 Near (E) Skylight
Project File: 22689 north sacramento library.pdf.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Maximum Forces & Stresses for Load Combinations
Span #
Load Combination Moment Values
C
i
C CLx C CM t CF r
Max Stress Ratios Shear Values
Segment Length M V CD Cfu M fb F'b V fv F'v
+0.60D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 17.50 ft 1 0.239 0.067 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.50 421.1 1,760.0 0.36 19.2 288.0 .

Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span Overall Maximum Deflections
+D+Lr 1 0.7638 8.686 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 1.068 0.877
Max Upward from Load Combinations 1.068 0.877
Max Upward from Load Cases 0.615 0.453
D Only 0.615 0.424
+D+Lr 1.068 0.877
+D+0.750Lr 0.954 0.763
+0.60D 0.369 0.254
Lr Only 0.453 0.453
L70 Capacity + U hanger
capacity = 595 + 990 LB
= 1585 LB
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Try a 1/4" plate.

IGLB = 4309 in.4
IST = 1720 in.4
ITR = 6029 in.4
b
d
b'
x
y
yST
yC
BM 1.1 STL 09/06/2023
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
Maximum Stresses:

Max Moment = 87.3 k-ft (per Risa)
σGLB = 2141 psi
σSTL = 25028 psi
Allowable Stresses:

Fb, GLB = 2400 psi
CV = 0.891
CD = 1.25
F'b, GLB = 2673.382 psi
FSTL = 360000 psi
DCRGLB = 0.80 < 1.0, OK
DCRST = 0.07 < 1.0, OK
Connection Design:
q = VQ/I
V = 9625 lb.

Q = Ast*yst
Ast = 22.15 in.2
yst = 10.63 in.

Q = 235.4 in.3
I = 6029 in.4
q = 375.7 lb./in.

Screw Spacing = 2.5 in oc
Load = 939 lb.

Cd = 1.25
n = 2 number of screws
va = 420 lb/screw SDS per ESR-2236
Capacity= 1050 lb.

DCR = 0.89 < 1.0, OK
BM 1.1 STL 09/06/2023
COM-2310004
Job #22689
Glulam Retrofit - BM 1 STL Defl
Engineer: MAAP
3/8/2023
North Sacramento Library - ASCE 7
A retrofit for inadequate glulam girder is to attach a steel plate to the bottom of the girder.

Page 1 of 8 ends

Sacramento City CouncilOctober 7, 2025

Sacramento City Council
October 7, 2025