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Home My WebLink About2240019570_Nisqually Vet Structural Calculations_Building Permit 072525Civil Engineers ● Structural Engineers ● Landscape Architects ● Community Planners ● Land Surveyors ● Neighbors Structural Calculations PREPARED FOR: Helix Design Group 6021 12th Street East, Suite 201 Tacoma, WA 98424 PROJECT: Nisqually Veterinary Clinic 2250031.20 PREPARED BY: Diego Redroban Project Engineer REVIEWED BY: Drew McEachern, P.E., S.E. Principal DATE: July, 2025 Structural Calculations Nisqually Veterinary Clinic Yelm, WA Project # 2250031.20 Project Principal Drew McEachern, P.E., S.E. Project Engineer Diego Redroban Design Criteria Design Codes and Standards Codes and Standards: Structural design and construction shall be in accordance with the applicable sections of the following codes and standards as adopted and amended by the local building authority: International Building Code, 2021 Edition. Structural Design Criteria: Live Load Criteria: Roof Snow Load: 25 psf Roof Live Load: 20 psf Slab on Grade: 125 psf Wind Load Criteria: Basic Wind Speed: 97 mph Risk Category: II Wind Exposure: B Topographic Factor: 1.0 Seismic Criteria: Risk Category: II Seismic Importance Factor: 1.0 Ss = 1.291 S1 = 0.466 Sds = 1.032 Sd1 = N/A Site Class: D - default Seismic Design Category: D Response Modification Coeff. (R): 6.5 (LFSW) Seismic Response Coeff. (Cs): 0.159W Soil Criteria: Soil Bearing Capacity: 1,500 psf (assumed). Allow 33% increase for wind and seismic loads. Project Description The scope of work for this project involves the structural design of a new one-story conventional wood framed structure. It is the intention of the structural design to satisfy the force levels of the IBC 2021. This building will consist primarily of light-frame wood construction. The roof is to be constructed with plywood roof sheathing spanning between pre-engineered metal plate trusses. The typical walls will be wood studs, with plywood sheathing added at shearwall locations as required. This building is currently identified as a conventional building, with an occupancy / risk category factor 07/11/2025 of II and is not currently identified as an “essential facility” that is required to remain operational during emergencies. The structural system for the building will consist of the following: •Foundations – 4” concrete slab on grade with welded wire fabric. Conventional shallow footings will be used to support all loadbearing elements. Strip footings will be provided at load-bearing walls, while individual spread footings will be used at all columns. •Wall framing – 2x6 studs at 16” on center at typical bearing walls. Built-up headers will be used for spans 10’-0” or less and glue-laminated headers and beams will be used for longer spans. •Roof Framing – 19/32” plywood sheathing spanning between pre-engineered metal plate trusses. The trusses will span between interior walls or glu-lam beam and exterior load- bearing walls. The glu-lam beams will be supported on timber columns or built-up wood stud posts. •Lateral System – The plywood sheathed roof diaphragm will span horizontally between vertical shearwall elements. The shearwalls will consist of conventional 2x wood framed walls with 15/32” plywood sheathing and 10d common nails at panel edges typically. All sheathing edges will be blocked with a minimum 2x wood member. Double stud built-up columns with light gage holdowns will be provided at the ends of all shearwalls. !squally Veterinary clinic Legend Write a description for your map. •� rj •f��•, 517 r W Yelm Ave 4:;• T a• ' r l � S �. tk INN oe� Fb 00 *- r ti raj, 'mks• n. 4 . ASCE Hazards Report Address: 517 W Yelm Ave Yelm, Washington 98597 Standard:ASCE/SEI 7-16 Latitude:46.944852 Risk Category:II Longitude:-122.61195 Soil Class:D - Default (see Section 11.4.3) Elevation:350.4375259515333 ft (NAVD 88) Wind Results: Wind Speed 97 Vmph 10-year MRI 67 Vmph 25-year MRI 73 Vmph 50-year MRI 77 Vmph 100-year MRI 83 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: Thu May 29 2025 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. Page 1 of 3https://ascehazardtool.org/Thu May 29 2025 SS : 1.291 S1 : 0.466 F a : 1.2 F v : N/A SMS : 1.549 SM1 : N/A SDS : 1.032 SD1 : N/A T L : 16 PGA : 0.511 PGA M : 0.614 F PGA : 1.2 Ie : 1 C v : 1.358 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. Thu May 29 2025 Page 2 of 3https://ascehazardtool.org/Thu May 29 2025 The ASCE Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE Hazard Tool. Page 3 of 3https://ascehazardtool.org/Thu May 29 2025 AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE 6/3/25 CHECKED BY DATE www.struware.com Code Search Code: Occupancy: Occupancy Group =B Risk Category & Importance Factors: Risk Category = II Wind Factor = 1.00 Importance Factor 1.00 Seismic Importance factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (θ) 2.00 / 12 9.5 deg Building length 69.0 ft Least width 55.0 ft Mean Roof Ht (h) 13.4 ft Parapet ht above grd 13.4 ft Minimum parapet ht 0.0 ft hb for Elevated bldg 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 125 psf Partitions N/A Partitions N/A International Building Code 2021 Business AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE 6/3/25 CHECKED BY DATE Wind Loads :ASCE 7- 16 Ultimate Wind Speed 97 mph Nominal Wind Speed 75.1 mph Risk Category II Exposure Category B Enclosure Classif.Enclosed Building Internal pressure +/-0.18 Bldg Directionality (Kd)0.85 Kh MWFRS<=60 0.700 Kh all other 0.575 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K1 =0.000 x/Lh = 0.31 K2 =0.792 z/Lh = 0.09 K3 =1.000 At Mean Roof Ht: Kzt = (1+K1K2K3)^2 =1.00 Gust Effect Factor h =13.4 ft Flexible structure if natural frequency < 1 Hz (T > 1 second). B = 55.0 ft If building h/B>4 then may be flexible and should be investigated. /z (0.6h) =30.0 ft h/B =0.24 Rigid structure (low rise bldg) G =0.85 Using rigid structure default Rigid Structure Flexible or Dynamically Sensitive Structure ē =0.33 Natural Frequency (η1) =0.7 Hz ℓ = 320 ft Damping ratio (β) = 0.01 zmin =30 ft /b =0.450 c = 0.30 /α = 0.250 gQ, gv =3.4 Vz =62.5 Lz =310.0 ft N1 =3.47 Q =0.90 Rn =0.064 Iz =0.30 Rh =0.663 η =0.691 h =13.4 ft G =0.86 use G = 0.85 RB =0.291 η =2.833 RL =0.081 η =11.899 gR =4.104 R =0.836 Gf =1.131 AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE 6/3/25 CHECKED BY DATE Wind Loads - MWFRS h≤60' (Low-rise Buildings) except for open buildings Kz = Kh =0.700 Edge Strip (a) =5.4 ft Base pressure (qh) =14.3 psf End Zone (2a) =10.7 ft GCpi = +/-0.18 Zone 2 length =27.5 ft Wind Pressure Coefficients CASE A CASE B Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi 1 0.44 0.62 0.26 -0.45 -0.27 -0.63 2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 3 -0.40 -0.22 -0.58 -0.37 -0.19 -0.55 4 -0.33 -0.15 -0.51 -0.45 -0.27 -0.63 5 0.40 0.58 0.22 6 -0.29 -0.11 -0.47 1E 0.67 0.85 0.49 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 4E -0.49 -0.31 -0.67 -0.48 -0.30 -0.66 5E 0.61 0.79 0.43 6E -0.43 -0.25 -0.61 Ultimate Wind Surface Pressures (psf) 1 8.9 3.7 -3.9 -9.0 2 -7.3 -12.5 -7.3 -12.5 3 -3.2 -8.4 -2.7 -7.9 4 -2.2 -7.3 -3.9 -9.0 5 8.3 3.2 6 -1.6 -6.7 1E 12.1 7.0 -4.3 -9.5 2E -12.8 -17.9 -12.8 -17.9 3E -5.7 -10.9 -5.0 -10.2 4E -4.5 -9.6 -4.3 -9.5 5E 11.3 6.2 6E -3.6 -8.7 Parapet Windward parapet = 17.7 psf (GCpn = +1.5)Windward roof Leeward parapet = -11.8 psf (GCpn = -1.0)overhangs =10.0 psf (upward) add to windward roof pressure Horizontal MWFRS Simple Diaphragm Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 11.0 psf Roof -4.1 psf ** End Zone: Wall 16.6 psf Roof -7.1 psf ** Longitudinal direction (parallel to L) Interior Zone: Wall 9.9 psf End Zone: Wall 14.9 psf ** NOTE: Total horiz force shall not be less than that determined by neglecting roof forces (except for MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate force of 16 psf multiplied by the wall area plus an 8 psf force applied to the vertical projection of the roof. θ = 9.5 deg AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE 6/3/25 CHECKED BY DATE Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially Enclosed Buildings with Transverse Frames and Pitched Roofs Base pressure (qh) =14.3 psf ASCE 7-16+ procedure GCpi = +/-0.18 Enclosed bldg, procdure doesn't apply Roof Angle (θ) = 9.5 deg B= 55.0 ft # of frames (n) = 4 Solid are of end wall including fascia (As) = 26.0 sf Roof ridge height = 18.0 ft Roof eave height = 13.4 ft Total end wall area if soild (Ae) =864.0 sf Longidinal Directional Force (F) = pAe p= qh [(GCpf)windward -(GCpf)leeward] KB KS Solidarity ratio (Φ) = 0.030 n = 4 KB = 1.25 KS = 0.675 Zones 5 & 6 area = 786 sf 5E & 6E area = 78 sf (GCpf) windward - (GCpf) leeward] = 0.722 p = 8.7 psf Total force to be resisted by MWFRS (F) =7.5 kips applied at the centroid of the end wall area Ae Note: The longidudinal force acts in combination with roof loads calculated elsewhere for an open or partially enclosed building. AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE 6/3/25 CHECKED BY DATE NOTE: Torsional loads are 25% of zones 1 - 6. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram. Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame construction or with flexible diaphragms need not be designed for the torsional load case. ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE CHECKED BY DATE Ultimate Wind Pressures Wind Loads - Components & Cladding : h ≤ 60' Kh =0.575 100.0 ft 30.0 ft Base pressure (qh) =11.8 psf h =13.4 ft 100.0 ft Minimum parapet ht = 0.0 ft a = 5.4 ft 100.0 ft Roof Angle (θ) = 9.5 deg GCpi = +/-0.18 Type of roof = Gable qi = qh = 11.8 psf Roof Surface Pressure (psf)User input Area 2 sf 10 sf 20 sf 50 sf 75 sf 100 sf 200 sf 250 sf 80 sf 180 sf Negative Zone 1 & 2e -25.70 -25.70 -25.70 -16.00 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 Negative Zone 2n, 2r &3e -37.40 -37.40 -32.40 -25.70 -22.7 -20.6 -16.0 -16.0 -22.2 -16.3 Negative Zone 3r -44.50 -44.50 -38.10 -29.70 -25.9 -23.3 -23.3 -23.3 -25.4 -23.3 Positive All Zones 16.00 16.00 16.00 16.00 16.0 16.0 16.0 16.0 16.0 16.0 Overhang Zone 1 & 2e -29.40 -29.40 -29.40 -22.70 -19.8 -17.7 -17.7 -17.7 -19.3 -17.7 Overhang Zone 2n & 2r -41.20 -41.20 -37.40 -32.40 -30.1 -28.6 -24.8 -23.5 -29.8 -25.3 Overhang Zone 3e -48.20 -48.20 -41.70 -32.90 -29.1 -26.4 -19.8 -17.7 -28.5 -20.8 Overhang Zone 3r -55.30 -55.30 -46.80 -35.60 -30.6 -27.1 -27.1 -27.1 -29.8 -27.1 Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0 Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 2.1 psf) Parapet qp =11.8 psf Surface Pressure (psf)User input Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 250 sf 500 sf 50 sf CASE A: Zone 2e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2n, 2r & 3e : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3r : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 CASE B: Interior zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Corner zone : 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Walls GCp +/- GCpi Surface Pressure at h Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 10 sf 200 sf Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0 Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -16.9 -16.0 -16.0 -16.0 -16.9 -16.0 Positive Zone 4 & 5 1.08 0.92 0.87 0.81 16.0 16.0 16.0 16.0 16.0 16.0 Note: GCp reduced by 10% due to roof angle <= 10 deg. 6/3/25 User input AHBL Inc JOB TITLE Nisqually Veterinary Clinic 2215 N 30th Street Tacoma, WA JOB NO.2250031.20 SHEET NO. (253) 383-2422 CALCULATED BY DAR DATE CHECKED BY DATE 6/3/25 Location of C&C Wind Pressure Zones - ASCE 7-16 Roofs w/ θ ≤ 10° Walls h ≤ 60' and all walls & alt design h<90'and Gable θ ≤ 7 degrees & Monoslope roofs h > 60'Monoslope ≤ 3 degrees 3° < θ ≤ 10° h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90' Monoslope roofs Multispan Gable > 10° Hip 7° < θ ≤ 27° 10° < θ ≤ 30° & Gable 7° < θ ≤ 45° h ≤ 60' & alt design h<90' Sawtooth 10° < θ ≤ 45° h ≤ 60' & alt design h<90' Stepped roofs θ ≤ 3° h ≤ 60' & alt design h<90' Note: The hatched area indicates where roof positive pressures are equal to the adjacent wall positive pressure. Multispan Gable & Sawtooth ≤ 10° Note: The stepped roof zones above are as shown in ASCE 7-16 . Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reason the zones shown are per editions prior to ASCE 7-16. Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page. 2 ZSUU Page of �''_ Project M$QUA2L'Y VET. COMIC Project No. � �• �O ❑ g Subject Phone ❑ Calculations OWN _ [:1 Fax With/To Fax # Q ❑ Memorandum � Address # Faxed Pages ❑ Meeting Minutes Date By VAR ❑ Telephone Memo Civil Engineers Structural Engineers r TIP. goo F iV L Landscape Architects CdnPUwEN? Community Planners RooFIN6 1, (5 A. EXT. 6`1 P5VM 6,9*0 2.0 NQ Land Surveyors INSLILA7100 1, I A, y060 4) (L0V 9U01`) Liz v/4191)(Z 6AgA) EA 1, RU(JF SH ATAW U 1. b IIE19 a, '� Tgus5-Es 2, 5 CLILIM6 2,5 70TAL 1 K�'1 PSG -� us1; I; PSF T poor 4 5oLAA AEA011V1e5S I5�5� L1 P5F a I� AsF /�� qU% ROUP AREA _ om (� qq v�") )160 fc � 5 > Iduvp 57up VALE (vmpapely? VaI647 (psF) YA(z cat )Etil PANr L 3.0 LA- 7HEA ► ,AR91" 0 C 16N T 6A, HA7 ChApV EL U 2x6 @ 16"OL 1.7 %yw0oo 5476. 1, INWLA1101j 1, 0 I I,5 us 12 P5F If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. A 01 02 03 04 05 B C D 64'-2" 9'-6"10'-0"30'-2" 70 ' - 0 " 28 ' - 6 " 15 ' - 6 " 17 ' - 6 " 8' - 6 " E 14'-6" 1 S202 ABV TYP ROOF SHTG UNO: 19/32" APA RATED SHTG (UNBLOCKED T&G) - STAGGER JOINTS AND NAIL W/ 10d COMMON AT 6" OC AT PANEL EDGES AND 10" OC AT PANEL FIELD GENERAL PLAN NOTES: 1.SEE SHEET S001 AND S002 FOR STRUCTURAL NOTES. 2.SEE SHEET S011 AND S012 FOR TYPICAL DETAILS. 3.SEE SHEET S021 AND S022 FOR TESTING AND INSPECTION NOTES. 4.SEE SHEET S031 AND S032 FOR FRAMING NOTES AND SCHEDULES. 1 ROOF FRAMING KEYNOTES: HATCHED REGION REPRESENTS THE SOLAR READINESS AREA PER WSEC C411.3 - SEE ROOF FRAMING NOTE 14. 1ROOF FRAMING PLAN 3/16" = 1'-0" SCALE IN FEET 0 105 2 x 6 DF #2 OUTRIGGERS AT 24" OC CORNER SET PER TRUSS MFR CORNER SET PER TRUSS MFR 2 x 6 DF #2 OUTRIGGERS AT 24" OC GIRDER TRUSS GIRDER TRUSS GIRDER TRUSS CORNER SET PER TRUSS MFR 2 x 6 DF #2 OUTRIGGERS AT 24" OC CORNER SET PER TRUSS MFR GL 5 1 / 2 x 1 5 PR E - E N G R M E T A L P L A T E T R U S S E S A T 2 4 " O C PR E - E N G R M E T A L P L A T E T R U S S E S A T 2 4 " O C 2 S402 1 S402 1 S402 1 S402 1 S402 2 S402 2 S402 (2) 2 x 6 TYP EXT HDR UNO 1 4' - 0 " 4'-0" 4' - 0 " 17'-0" 4' - 0 " 4'-0" 1 S402 4 S402 TYP 6 S402 1 S403 5 S402 5 S402 SIM 5 S402 3 S403 CANOPY FRAMING PER DETAIL 1 S601 GL 5 1 / 2 x 9 (3) 2 x 6 (3) 2 x 6 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB TACOMA SEATTLE SPOKANE TRI-CITIES ALTERATION OF THIS DOCUMENT SHALL INVALIDATE THE PROFESSIONAL SEAL AND SIGNATURE. PUBLICATION OF THIS DOCUMENT DOES NOT DEROGATE FROM RESERVED OWNERSHIP RIGHTS IN IT. THIS DOCUMENT IS FOR USE ONLY FOR THE PROJECT IDENTIFIED IN THE TITLE BLOCK AND IS NOT TO BE USED FOR REPAIR, REMODEL OR ADDITION TO THAT PROJECT OR FOR ANY OTHER PROJECT. NOTICE: AHBL, INC AMERICAN INSTITUTE OF ARCHITECTS DATE JOB NO. REVISION DATE DRAWING NO. 9 10 8 7 6 5 4 3 2 1 A B C D E F G H J K A B C D E F G H J K 9 10 8 7 6 5 4 3 2 1 Ó All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group a Division of Shive-Hattery. 07.11.25 2250031.20 YELM, WASHINGTON PERMIT SET NISQUALLY VETERINARY CLINIC DATE: July 11, 2025 FILENAME: Q:\2025\2250031\20_STR\CAD\2250031S200.dwg ROOF FRAMING PLAN S201 10 A 01 02 03 04 05 B C D 64'-2" 9'-6"10'-0"30'-2" 70 ' - 0 " 28 ' - 6 " 15 ' - 6 " 17 ' - 6 " 8' - 6 " E 14'-6" GL 5 1/2 x 15 ABV HSS 6 x 4 x 5/16 BELOW GENERAL PLAN NOTES: 1.SEE SHEET S001 AND S002 FOR STRUCTURAL NOTES. 2.SEE SHEET S011 AND S012 FOR TYPICAL DETAILS. 3.SEE SHEET S021 AND S022 FOR TESTING AND INSPECTION NOTES. 4.SEE SHEET S031 AND S032 FOR FRAMING NOTES AND SCHEDULES. SCALE IN FEET 0 105 1HIGH ROOF FRAMING PLAN 3/16" = 1'-0" GL 5 1/2 x 18 GL 5 1/2 x 15 ABV HSS 6 x 4 x 5/16 BELOW 2 x 6 DF #2 OUTRIGGERS AT 24" OC DB L 2 x 1 2 D F # 2 DB L 2 x 1 2 D F # 2 2 x 6 DF #2 OUTRIGGERS AT 24" OC 2 x 12 DF #2 J O I S T S A T 2 4 " O C 2 x 12 DF #2 J O I S T S A T 2 4 " O C DB L 2 x 1 2 D F # 2 DB L 2 x 1 2 D F # 2 2 S404 1 S404 1 S404 SIM 4 S404 2 S404 1 S404 3 S404 6 x 12 6 x 12 6 x 12 5 S404 5 S404 2215 North 30th Street, Suite 300 Tacoma, WA 98403 253.383.2422TEL 253.383.2572FAX www.ahbl.comWEB TACOMA SEATTLE SPOKANE TRI-CITIES ALTERATION OF THIS DOCUMENT SHALL INVALIDATE THE PROFESSIONAL SEAL AND SIGNATURE. PUBLICATION OF THIS DOCUMENT DOES NOT DEROGATE FROM RESERVED OWNERSHIP RIGHTS IN IT. THIS DOCUMENT IS FOR USE ONLY FOR THE PROJECT IDENTIFIED IN THE TITLE BLOCK AND IS NOT TO BE USED FOR REPAIR, REMODEL OR ADDITION TO THAT PROJECT OR FOR ANY OTHER PROJECT. NOTICE: AHBL, INC AMERICAN INSTITUTE OF ARCHITECTS DATE JOB NO. REVISION DATE DRAWING NO. 9 10 8 7 6 5 4 3 2 1 A B C D E F G H J K A B C D E F G H J K 9 10 8 7 6 5 4 3 2 1 Ó All rights reserved. No part of this document may be reproduced in any form or by any means without permission in writing from Helix Design Group a Division of Shive-Hattery. 07.11.25 2250031.20 YELM, WASHINGTON PERMIT SET NISQUALLY VETERINARY CLINIC DATE: July 11, 2025 FILENAME: Q:\2025\2250031\20_STR\CAD\2250031S200.dwg HIGH ROOF FRAMING PLAN S202 11 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM1 - GLB 5.5"x15" - 16'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 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 psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 5.5x15 Span = 16.0 ft 1 2 D(0.5985) Lr(0.63) S(0.7875) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0190, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 31.50 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.949: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.000 ft 172.90 psi= = 2,753.98 psi 5.5x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x15 Maximum Shear Stress Ratio 0.567 : 1 14.774 ft= = 2,613.77 psi Maximum Deflection 457 <360 256 Ratio =0 <180 Max Downward Transient Deflection 0.419 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.748 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.532 0.318 0.90 0.998 1.001.00 1.00 19.72 1,147.6 2,155.3 4.18 238.51.00 75.91.00 1.00+D+Lr 0.998 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.775 0.463 1.25 0.998 1.001.00 1.00 39.88 2,320.5 2,993.5 8.44 331.31.00 153.51.00 1.00+D+S 0.998 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.949 0.567 1.15 0.998 1.001.00 1.00 44.92 2,613.8 2,754.0 9.51 304.81.00 172.91.00 1.00+D+0.750Lr 0.998 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.677 0.405 1.25 0.998 1.001.00 1.00 34.84 2,027.3 2,993.5 7.38 331.31.00 134.11.00 1.00+D+0.750S 0.998 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM1 - GLB 5.5"x15" - 16'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 16.0 ft 1 0.816 0.488 1.15 0.998 1.001.00 1.00 38.62 2,247.2 2,754.0 8.18 304.81.00 148.71.00 1.00+0.60D 0.998 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.180 0.107 1.60 0.998 1.001.00 1.00 11.83 688.6 3,831.6 2.51 424.01.00 45.51.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.7478 8.058 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 11.231 11.231 Max Upward from Load Combinations 11.231 11.231 Max Upward from Load Cases 6.300 6.300 D Only 4.931 4.931 +D+Lr 9.971 9.971 +D+S 11.231 11.231 +D+0.750Lr 8.711 8.711 +D+0.750S 9.656 9.656 +0.60D 2.959 2.959 Lr Only 5.040 5.040 S Only 6.300 6.300 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM2 - (2) 2X6 - 3'-6" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 2-2x6 Span = 3.50 ft 1 2 D(0.40375) Lr(0.425) S(0.53125) D(0.03) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0190, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 21.250 ft, (Roof) Uniform Load : D = 0.010 ksf, Tributary Width = 3.0 ft, (Wall Above) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.875: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 1.750 ft 114.73 psi= = 1,345.50 psi 2-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2-2x6 Maximum Shear Stress Ratio 0.554 : 1 3.053 ft= = 1,176.70 psi Maximum Deflection 1549 <360 849 Ratio =0 <180 Max Downward Transient Deflection 0.027 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.049 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 3.50 ft 1 0.505 0.320 0.90 1.300 1.001.00 1.00 0.67 531.3 1,053.0 0.57 162.01.00 51.81.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.716 0.454 1.25 1.300 1.001.00 1.00 1.32 1,047.6 1,462.5 1.12 225.01.00 102.11.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.875 0.554 1.15 1.300 1.001.00 1.00 1.48 1,176.7 1,345.5 1.26 207.01.00 114.71.00 1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.628 0.398 1.25 1.300 1.001.00 1.00 1.16 918.5 1,462.5 0.99 225.01.00 89.61.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM2 - (2) 2X6 - 3'-6" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.755 0.478 1.15 1.300 1.001.00 1.00 1.28 1,015.3 1,345.5 1.09 207.01.00 99.01.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 3.50 ft 1 0.170 0.108 1.60 1.300 1.001.00 1.00 0.40 318.8 1,872.0 0.34 288.01.00 31.11.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.0494 1.763 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 1.695 1.695 Max Upward from Load Combinations 1.695 1.695 Max Upward from Load Cases 0.930 0.930 D Only 0.765 0.765 +D+Lr 1.509 1.509 +D+S 1.695 1.695 +D+0.750Lr 1.323 1.323 +D+0.750S 1.463 1.463 +0.60D 0.459 0.459 Lr Only 0.744 0.744 S Only 0.930 0.930 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM3 - (3) 2X6 - 5'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 3-2x6 Span = 5.0 ft 1 2 D(0.11625) Lr(0.155) S(0.19375) D(0.145) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 7.750 ft, (Roof) Uniform Load : D = 0.010 ksf, Tributary Width = 14.50 ft, (Wall Above) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.566: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 57.02 psi= = 1,345.50 psi 3-2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 3-2x6 Maximum Shear Stress Ratio 0.275 : 1 0.000 ft= = 760.93 psi Maximum Deflection 2185 <360 919 Ratio =0 <180 Max Downward Transient Deflection 0.027 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.065 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.419 0.204 0.90 1.300 1.001.00 1.00 0.83 440.7 1,053.0 0.54 162.01.00 33.01.00 1.00+D+Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.477 0.232 1.25 1.300 1.001.00 1.00 1.32 696.9 1,462.5 0.86 225.01.00 52.21.00 1.00+D+S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.566 0.275 1.15 1.300 1.001.00 1.00 1.44 760.9 1,345.5 0.94 207.01.00 57.01.00 1.00+D+0.750Lr 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.433 0.211 1.25 1.300 1.001.00 1.00 1.20 632.8 1,462.5 0.78 225.01.00 47.41.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM3 - (3) 2X6 - 5'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750S 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.506 0.246 1.15 1.300 1.001.00 1.00 1.29 680.9 1,345.5 0.84 207.01.00 51.01.00 1.00+0.60D 1.300 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.141 0.069 1.60 1.300 1.001.00 1.00 0.50 264.4 1,872.0 0.33 288.01.00 19.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.0652 2.518 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 1.151 1.151 Max Upward from Load Combinations 1.151 1.151 Max Upward from Load Cases 0.667 0.667 D Only 0.667 0.667 +D+Lr 1.054 1.054 +D+S 1.151 1.151 +D+0.750Lr 0.957 0.957 +D+0.750S 1.030 1.030 +0.60D 0.400 0.400 Lr Only 0.388 0.388 S Only 0.484 0.484 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM4 - GLB 5.5"x18" - 29'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 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 psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 5.5x18 Span = 29.0 ft 1 2 D(0.1575) Lr(0.21) S(0.2625) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 10.50 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.736: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 14.500 ft 87.08 psi= = 2,548.09 psi 5.5x18Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x18 Maximum Shear Stress Ratio 0.286 : 1 0.000 ft= = 1,875.08 psi Maximum Deflection 398 <360 236 Ratio =0 <180 Max Downward Transient Deflection 0.873 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 1.469 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 29.0 ft 1 0.381 0.148 0.90 0.923 1.001.00 1.00 18.81 760.1 1,994.2 2.33 238.51.00 35.31.00 1.00+D+Lr 0.923 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 29.0 ft 1 0.596 0.232 1.25 0.923 1.001.00 1.00 40.89 1,652.1 2,769.7 5.06 331.31.00 76.71.00 1.00+D+S 0.923 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 29.0 ft 1 0.736 0.286 1.15 0.923 1.001.00 1.00 46.41 1,875.1 2,548.1 5.75 304.81.00 87.11.00 1.00+D+0.750Lr 0.923 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 29.0 ft 1 0.516 0.200 1.25 0.923 1.001.00 1.00 35.37 1,429.1 2,769.7 4.38 331.31.00 66.41.00 1.00+D+0.750S 0.923 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM4 - GLB 5.5"x18" - 29'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 29.0 ft 1 0.626 0.243 1.15 0.923 1.001.00 1.00 39.51 1,596.3 2,548.1 4.89 304.81.00 74.11.00 1.00+0.60D 0.923 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 29.0 ft 1 0.129 0.050 1.60 0.923 1.001.00 1.00 11.29 456.1 3,545.2 1.40 424.01.00 21.21.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 1.4687 14.606 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 6.401 6.401 Max Upward from Load Combinations 6.401 6.401 Max Upward from Load Cases 3.806 3.806 D Only 2.595 2.595 +D+Lr 5.640 5.640 +D+S 6.401 6.401 +D+0.750Lr 4.879 4.879 +D+0.750S 5.450 5.450 +0.60D 1.557 1.557 Lr Only 3.045 3.045 S Only 3.806 3.806 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM5 - 2x12 JOISTS - HIGH ROOF AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 2x12 Span = 12.0 ft 2x12 Span = 2.50 ft 1 2 3 D(0.03) Lr(0.04) S(0.05)D(0.03) Lr(0.04) S(0.05) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.439: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.765 ft 40.07 psi= = 1,190.25 psi 2x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2x12 Maximum Shear Stress Ratio 0.194 : 1 11.128 ft= = 522.59 psi Maximum Deflection 1943 >=360 1161 Ratio =820 >=180 Max Downward Transient Deflection 0.074 in 1374 Ratio =>=360 Max Upward Transient Deflection -0.044 in Ratio = Max Downward Total Deflection 0.124 in Ratio =>=180 Max Upward Total Deflection -0.073 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only Span: 2 : S Only Span: 1 : +D+S Span: 2 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 12.0 ft 1 0.226 0.100 0.90 1.000 1.151.00 1.00 0.55 210.3 931.5 0.18 162.01.00 16.11.00 1.00Length = 2.50 ft 2 0.043 0.029 0.90 1.000 1.151.00 1.00 0.11 39.9 931.5 0.05 162.01.00 4.71.00 1.00+D+Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.356 0.157 1.25 1.000 1.151.00 1.00 1.21 460.1 1,293.8 0.40 225.01.00 35.31.00 1.00Length = 2.50 ft 2 0.067 0.046 1.25 1.000 1.151.00 1.00 0.23 87.3 1,293.8 0.12 225.01.00 10.21.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM5 - 2x12 JOISTS - HIGH ROOF AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.439 0.194 1.15 1.000 1.151.00 1.00 1.38 522.6 1,190.3 0.45 207.01.00 40.11.00 1.00Length = 2.50 ft 2 0.083 0.056 1.15 1.000 1.151.00 1.00 0.26 99.1 1,190.3 0.13 207.01.00 11.61.00 1.00+D+0.750Lr 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.307 0.136 1.25 1.000 1.151.00 1.00 1.05 397.7 1,293.8 0.34 225.01.00 30.51.00 1.00Length = 2.50 ft 2 0.058 0.039 1.25 1.000 1.151.00 1.00 0.20 75.4 1,293.8 0.10 225.01.00 8.91.00 1.00+D+0.750S 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.373 0.165 1.15 1.000 1.151.00 1.00 1.17 444.5 1,190.3 0.38 207.01.00 34.11.00 1.00Length = 2.50 ft 2 0.071 0.048 1.15 1.000 1.151.00 1.00 0.22 84.3 1,190.3 0.11 207.01.00 9.91.00 1.00+0.60D 1.000 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 12.0 ft 1 0.076 0.034 1.60 1.000 1.151.00 1.00 0.33 126.2 1,656.0 0.11 288.01.00 9.71.00 1.00Length = 2.50 ft 2 0.014 0.010 1.60 1.000 1.151.00 1.00 0.06 23.9 1,656.0 0.03 288.01.00 2.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.1239 5.966 0.0000 0.000 +D+S20.0000 5.966 -0.0730 2.500 . 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 0.480 0.733 Max Upward from Load Combinations 0.480 0.733 Max Upward from Load Cases 0.287 0.438 D Only 0.193 0.295 +D+Lr 0.423 0.645 +D+S 0.480 0.733 +D+0.750Lr 0.365 0.558 +D+0.750S 0.408 0.623 +0.60D 0.116 0.177 Lr Only 0.230 0.350 S Only 0.287 0.438 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM6 - GLB 5.5" x 15" - 17'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 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 psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 5.5x15 Span = 17.0 ft 1 2 D(0.11625) Lr(0.155) S(0.19375) D(0.1) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 7.750 ft, (Roof) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (Wall Above) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.329: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 8.500 ft 56.47 psi= = 2,737.34 psi 5.5x15Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x15 Maximum Shear Stress Ratio 0.185 : 1 0.000 ft= = 899.33 psi Maximum Deflection 1550 <360 702 Ratio =0 <180 Max Downward Transient Deflection 0.132 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.290 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 17.0 ft 1 0.230 0.130 0.90 0.992 1.001.00 1.00 8.46 492.1 2,142.3 1.70 238.51.00 30.91.00 1.00+D+Lr 0.992 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.275 0.155 1.25 0.992 1.001.00 1.00 14.06 817.9 2,975.4 2.82 331.31.00 51.41.00 1.00+D+S 0.992 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.329 0.185 1.15 0.992 1.001.00 1.00 15.46 899.3 2,737.3 3.11 304.81.00 56.51.00 1.00+D+0.750Lr 0.992 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.248 0.140 1.25 0.992 1.001.00 1.00 12.66 736.4 2,975.4 2.54 331.31.00 46.21.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM6 - GLB 5.5" x 15" - 17'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750S 0.992 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.291 0.164 1.15 0.992 1.001.00 1.00 13.71 797.5 2,737.3 2.75 304.81.00 50.11.00 1.00+0.60D 0.992 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 17.0 ft 1 0.078 0.044 1.60 0.992 1.001.00 1.00 5.07 295.3 3,808.5 1.02 424.01.00 18.51.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.2905 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 3.637 3.637 Max Upward from Load Combinations 3.637 3.637 Max Upward from Load Cases 1.990 1.990 D Only 1.990 1.990 +D+Lr 3.308 3.308 +D+S 3.637 3.637 +D+0.750Lr 2.978 2.978 +D+0.750S 3.225 3.225 +0.60D 1.194 1.194 Lr Only 1.318 1.318 S Only 1.647 1.647 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM7 - GLB 5.5" x 15" - 16'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 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 psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 5.5x12 Span = 16.0 ft 1 2 D(2.59) Lr(3.05) S(3.81)D(0.0375) Lr(0.05) S(0.0625) D(0.1) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.50 ft, (Roof) Uniform Load : D = 0.010 ksf, Tributary Width = 10.0 ft, (Wall Above) Point Load : D = 2.590, Lr = 3.050, S = 3.810 k @ 5.0 ft, (GLB Reaction) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.918: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.022 ft 134.13 psi= = 2,760.00 psi 5.5x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x12 Maximum Shear Stress Ratio 0.440 : 1 0.000 ft= = 2,533.06 psi Maximum Deflection 490 <360 249 Ratio =0 <180 Max Downward Transient Deflection 0.392 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.771 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 16.0 ft 1 0.550 0.271 0.90 1.000 1.001.00 1.00 13.07 1,188.2 2,160.0 2.84 238.51.00 64.61.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.755 0.363 1.25 1.000 1.001.00 1.00 24.91 2,264.7 3,000.0 5.29 331.31.00 120.31.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.918 0.440 1.15 1.000 1.001.00 1.00 27.86 2,533.1 2,760.0 5.90 304.81.00 134.11.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM7 - GLB 5.5" x 15" - 16'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 16.0 ft 1 0.665 0.321 1.25 1.000 1.001.00 1.00 21.95 1,995.6 3,000.0 4.68 331.31.00 106.41.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.796 0.383 1.15 1.000 1.001.00 1.00 24.17 2,196.8 2,760.0 5.14 304.81.00 116.81.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 16.0 ft 1 0.186 0.091 1.60 1.000 1.001.00 1.00 7.84 712.9 3,840.0 1.71 424.01.00 38.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.7707 7.474 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 6.114 3.714 Max Upward from Load Combinations 6.114 3.714 Max Upward from Load Cases 3.119 2.024 D Only 2.995 2.024 +D+Lr 5.492 3.377 +D+S 6.114 3.714 +D+0.750Lr 4.868 3.039 +D+0.750S 5.335 3.292 +0.60D 1.797 1.214 Lr Only 2.497 1.353 S Only 3.119 1.691 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM8 - 2x6 Outriggers AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Completely Unbraced Repetitive Member Stress Increase Allowable Stress Design Douglas Fir-Larch No.2 900.0 900.0 1,350.0 625.0 1,600.0 580.0 180.0 575.0 31.210 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 2x6 Span = 3.0 ft 2x6 Span = 3.0 ft 1 2 3 D(0.03) Lr(0.04) S(0.05)D(0.03) Lr(0.04) S(0.05) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.390: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 3.000 ft 37.88 psi= = 1,499.29 psi 2x6Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 207.00 psi== Section used for this span 2x6 Maximum Shear Stress Ratio 0.183 : 1 2.547 ft= = 584.01 psi Maximum Deflection 1370 >=360 838 Ratio =5284 >=180 Max Downward Transient Deflection 0.052 in 8643 Ratio =>=360 Max Upward Transient Deflection -0.004 in Ratio = Max Downward Total Deflection 0.086 in Ratio =>=180 Max Upward Total Deflection -0.007 in fb: Actual F'b fv: Actual F'v Span: 2 : S Only Span: 1 : S Only Span: 2 : +D+S Span: 1 : +D+S .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 0.98Length = 3.0 ft 1 0.192 0.091 0.90 1.300 1.151.00 1.00 0.14 227.0 1,184.5 0.08 162.01.00 14.71.00 0.98Length = 3.0 ft 2 0.192 0.091 0.90 1.300 1.151.00 1.00 0.14 227.0 1,184.5 0.08 162.01.00 14.71.00 0.98+D+Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 3.0 ft 1 0.316 0.148 1.25 1.300 1.151.00 1.00 0.32 512.6 1,622.5 0.18 225.01.00 33.31.00 0.96Length = 3.0 ft 2 0.316 0.148 1.25 1.300 1.151.00 1.00 0.32 512.6 1,622.5 0.18 225.01.00 33.31.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM8 - 2x6 Outriggers AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 0.96+D+S 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 3.0 ft 1 0.390 0.183 1.15 1.300 1.151.00 1.00 0.37 584.0 1,499.3 0.21 207.01.00 37.91.00 0.97Length = 3.0 ft 2 0.390 0.183 1.15 1.300 1.151.00 1.00 0.37 584.0 1,499.3 0.21 207.01.00 37.91.00 0.97+D+0.750Lr 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.96Length = 3.0 ft 1 0.272 0.127 1.25 1.300 1.151.00 1.00 0.28 441.2 1,622.5 0.16 225.01.00 28.61.00 0.96Length = 3.0 ft 2 0.272 0.127 1.25 1.300 1.151.00 1.00 0.28 441.2 1,622.5 0.16 225.01.00 28.61.00 0.96+D+0.750S 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.97Length = 3.0 ft 1 0.330 0.155 1.15 1.300 1.151.00 1.00 0.31 494.8 1,499.3 0.18 207.01.00 32.11.00 0.97Length = 3.0 ft 2 0.330 0.155 1.15 1.300 1.151.00 1.00 0.31 494.8 1,499.3 0.18 207.01.00 32.11.00 0.97+0.60D 1.300 1.151.00 1.00 0.0 0.00 0.01.00 0.01.00 0.95Length = 3.0 ft 1 0.067 0.031 1.60 1.300 1.151.00 1.00 0.09 136.2 2,037.6 0.05 288.01.00 8.81.00 0.95Length = 3.0 ft 2 0.067 0.031 1.60 1.300 1.151.00 1.00 0.09 136.2 2,037.6 0.05 288.01.00 8.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S10.0000 0.000 -0.0068 1.894 +D+S2 0.0858 3.000 0.0000 1.894 . 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 0.000 0.491 Max Upward from Load Combinations 0.000 0.491 Max Upward from Load Cases 0.000 0.300 D Only 0.000 0.191 +D+Lr 0.000 0.431 +D+S 0.000 0.491 +D+0.750Lr 0.000 0.371 +D+0.750S 0.000 0.416 +0.60D 0.000 0.114 Lr Only 0.000 0.240 S Only 0.000 0.300 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM9 - 6x12 - 5'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 Material Properties Beam Bracing :Beam is Fully Braced against lateral-torsional buckling Allowable Stress Design Douglas Fir-Larch No.2 875 875 600 625 1300 470 170 425 31.21 Analysis Method : Eminbend - xx ksi Wood Species : Wood Grade : Fb + psi psi Fv psi Fb - Ft psi Fc - Prll psi psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 6x12 Span = 5.0 ft 1 2 D(0.11625) Lr(0.155) S(0.19375) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0150, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 7.750 ft, (Roof) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.100: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 2.500 ft 11.91 psi= = 1,006.25 psi 6x12Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 195.50 psi== Section used for this span 6x12 Maximum Shear Stress Ratio 0.061 : 1 0.000 ft= = 100.13 psi Maximum Deflection 19839 <360 11874 Ratio =0 <180 Max Downward Transient Deflection 0.003 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.005 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 5.0 ft 1 0.051 0.031 0.90 1.000 1.001.00 1.00 0.41 40.2 787.5 0.20 153.01.00 4.81.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.081 0.049 1.25 1.000 1.001.00 1.00 0.89 88.1 1,093.8 0.44 212.51.00 10.51.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.100 0.061 1.15 1.000 1.001.00 1.00 1.01 100.1 1,006.3 0.50 195.51.00 11.91.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.070 0.043 1.25 1.000 1.001.00 1.00 0.77 76.2 1,093.8 0.38 212.51.00 9.11.00 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM9 - 6x12 - 5'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCF rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00Length = 5.0 ft 1 0.085 0.052 1.15 1.000 1.001.00 1.00 0.86 85.2 1,006.3 0.43 195.51.00 10.11.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 5.0 ft 1 0.017 0.011 1.60 1.000 1.001.00 1.00 0.24 24.1 1,400.0 0.12 272.01.00 2.91.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.0051 2.518 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 0.809 0.809 Max Upward from Load Combinations 0.809 0.809 Max Upward from Load Cases 0.484 0.484 D Only 0.325 0.325 +D+Lr 0.712 0.712 +D+S 0.809 0.809 +D+0.750Lr 0.616 0.616 +D+0.750S 0.688 0.688 +0.60D 0.195 0.195 Lr Only 0.388 0.388 S Only 0.484 0.484 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM10 - GLB 5.125 x 9 - 10'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: CODE REFERENCES Calculations per NDS 2018, IBC 2021 Load Combination Set : IBC 2021 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 psiFc - Perp E : Modulus of Elasticity Ebend- xx ksi Density pcf Load Combination :IBC 2021 5.5x9 Span = 10.0 ft 1 2 D(0.32775) Lr(0.345) S(0.43125) D(0.174) .Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0190, Lr = 0.020, S = 0.0250 ksf, Tributary Width = 17.250 ft, (Roof) Uniform Load : D = 0.0120 ksf, Tributary Width = 14.50 ft, (Wall Above) .DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.691: 1 Load Combination +D+S Span # where maximum occurs Span # 1 Location of maximum on span 5.000 ft 122.11 psi= = 2,760.00 psi 5.5x9Section used for this span Span # where maximum occurs Location of maximum on span Span # 1= Load Combination +D+S = = = 304.75 psi== Section used for this span 5.5x9 Maximum Shear Stress Ratio 0.401 : 1 0.000 ft= = 1,906.52 psi Maximum Deflection 739 <360 337 Ratio =0 <180 Max Downward Transient Deflection 0.162 in 0 Ratio =>=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.355 in Ratio =>=180 Max Upward Total Deflection 0 in fb: Actual F'b fv: Actual F'v Span: 1 : S Only n/a Span: 1 : +D+S n/a .Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu D Only 0.0 0.00 0.00.0 1.00Length = 10.0 ft 1 0.479 0.278 0.90 1.000 1.001.00 1.00 6.41 1,035.3 2,160.0 2.19 238.51.00 66.31.00 1.00+D+Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.577 0.335 1.25 1.000 1.001.00 1.00 10.72 1,732.3 3,000.0 3.66 331.31.00 111.01.00 1.00+D+S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.691 0.401 1.15 1.000 1.001.00 1.00 11.80 1,906.5 2,760.0 4.03 304.81.00 122.11.00 1.00+D+0.750Lr 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.519 0.301 1.25 1.000 1.001.00 1.00 9.64 1,558.0 3,000.0 3.29 331.31.00 99.81.00 Wood Beam LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:BM10 - GLB 5.125 x 9 - 10'-0" SPAN AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Forces & Stresses for Load Combinations Span # Moment ValuesLoad Combination C iCLx CCCMCV rt Shear ValuesMax Stress Ratios M CDV fbM fvF'b V F'vSegment Length Cfu 1.00+D+0.750S 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.612 0.355 1.15 1.000 1.001.00 1.00 10.45 1,688.7 2,760.0 3.57 304.81.00 108.21.00 1.00+0.60D 1.000 1.001.00 1.00 0.0 0.00 0.01.00 0.01.00 1.00Length = 10.0 ft 1 0.162 0.094 1.60 1.000 1.001.00 1.00 3.84 621.2 3,840.0 1.31 424.01.00 39.81.00 . LocationLoad CombinationMax.LocationLoad CombinationSpan Max. Overall Maximum Deflections "-" Defl in Span in Span"+" Defl +D+S1 0.3551 5.036 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 4.719 4.719 Max Upward from Load Combinations 4.719 4.719 Max Upward from Load Cases 2.562 2.562 D Only 2.562 2.562 +D+Lr 4.287 4.287 +D+S 4.719 4.719 +D+0.750Lr 3.856 3.856 +D+0.750S 4.180 4.180 +0.60D 1.537 1.537 Lr Only 1.725 1.725 S Only 2.156 2.156 Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 - 6"x6" H= 12'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: .Code References Calculations per NDS 2018, IBC 2021 Load Combinations Used : IBC 2021 General Information Wood Section Name 6x6Analysis Method : 12Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +750.0 750.0 psi 700.0 625.0 170.0 475.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 12 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 12 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 78.675 lbs * Dead Load Factor AXIAL LOADS . . . Axial Load at 12.0 ft, D = 3.920, Lr = 5.040, S = 6.30 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0080 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7570 Location of max.above base 0.0 ft Applied Axial 10.299 k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 2.142 psi 272.0Allowable Shear psi 0.005250 : 1 Bending Compression Tension Location of max.above base 12.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.0480 k Bottom along Y-Y 0.0480 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.03806 in at 6.040 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 449.734 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 12.0 ft0.651 ft0.3222 +D+Lr 1.250 PASS PASS0.0 0.0 12.0 ft0.527 ft0.6482 +D+S 1.150 PASS PASS0.0 0.0 12.0 ft0.559 ft0.7570 +D+0.750Lr 1.250 PASS PASS0.0 0.0 12.0 ft0.527 ft0.5579 +D+0.750S 1.150 PASS PASS0.0 0.0 12.0 ft0.559 ft0.6412 +D+0.60W 1.600 PASS PASS0.08054 0.005250 12.0 ft0.436 ft0.2708 +D+0.750Lr+0.450W 1.600 PASS PASS0.0 0.003938 12.0 ft0.436 ft0.5268 +D+0.750S+0.450W 1.600 PASS PASS0.08054 0.003938 12.0 ft0.436 ft0.5908 +0.60D+0.60W 1.600 PASS PASS0.08054 0.005250 12.0 ft0.436 ft0.1625 Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 - 6"x6" H= 12'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 12.0 ft0.436 ft0.1625 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.999 +D+Lr 9.039 +D+S 10.299 +D+0.750Lr 7.779 +D+0.750S 8.724 +D+0.60W 0.029 3.9990.029 +D+0.750Lr+0.450W 0.022 7.7790.022 +D+0.750S+0.450W 0.022 8.7240.022 +0.60D+0.60W 0.029 2.3990.029 +0.60D 2.399 Lr Only 5.040 S Only 6.300 W Only 0.0480.048 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.023 6.040 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 0.017 6.040 ftftinin0.000 +D+0.750S+0.450W 0.0000 0.017 6.040 ftftinin0.000 +0.60D+0.60W 0.0000 0.023 6.040 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.038 6.040 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C1 - 6"x6" H= 12'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Sketches Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C2 - 6x6 BU" H= 20'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: .Code References Calculations per NDS 2018, IBC 2021 Load Combinations Used : IBC 2021 General Information Wood Section Name 6x6Analysis Method : 20Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +750.0 750.0 psi 700.0 625.0 170.0 475.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 5.50 in Exact Depth 5.50 in Area 30.250 in^2 Ix 76.255 in^4 Iy 76.255 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.0 x-x Bending y-y Bending ksi No Minimum Basic ABOUT Y-Y Axis: Luy = 10 ft, Ky = 1.0 ABOUT X-X Axis: Lux = 10 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 131.125 lbs * Dead Load Factor AXIAL LOADS . . . BM10: Axial Load at 20.0 ft, D = 2.560, Lr = 1.730, S = 2.160 k BM3: Axial Load at 20.0 ft, D = 0.670, Lr = 0.390, S = 0.480 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0230 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.3552 Location of max.above base 0.0 ft Applied Axial 6.001 k Applied Mx 0.0 k-ft Load Combination +D+S Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 10.264 psi 272.0Allowable Shear psi 0.02516 : 1 Bending Compression Tension Location of max.above base 20.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.230 k Bottom along Y-Y 0.230 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp Only, fc/Fc' Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 0.8443 in at 10.067 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 558.50 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 20.0 ft0.771 ft0.2289 +D+Lr 1.250 PASS PASS0.0 0.0 20.0 ft0.664 ft0.3117 +D+S 1.150 PASS PASS0.0 0.0 20.0 ft0.694 ft0.3552 +D+0.750Lr 1.250 PASS PASS0.0 0.0 20.0 ft0.664 ft0.2815 +D+0.750S 1.150 PASS PASS0.0 0.0 20.0 ft0.694 ft0.3161 +D+0.60W 1.600 PASS PASS10.067 0.02516 20.0 ft0.572 ft0.3184 +D+0.750Lr+0.450W 1.600 PASS PASS10.067 0.01887 0.0 ft0.572 ft0.2991 +D+0.750S+0.450W 1.600 PASS PASS10.067 0.01887 0.0 ft0.572 ft0.3145 Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C2 - 6x6 BU" H= 20'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D+0.60W 1.600 PASS PASS10.067 0.02516 20.0 ft0.572 ft0.2819 +0.60D 1.600 PASS PASS0.0 0.0 20.0 ft0.572 ft0.1041 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 3.361 +D+Lr 5.481 +D+S 6.001 +D+0.750Lr 4.951 +D+0.750S 5.341 +D+0.60W 0.138 3.3610.138 +D+0.750Lr+0.450W 0.104 4.9510.104 +D+0.750S+0.450W 0.104 5.3410.104 +0.60D+0.60W 0.138 2.0170.138 +0.60D 2.017 Lr Only 2.120 S Only 2.640 W Only 0.2300.230 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.507 10.067 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 0.380 10.067 ftftinin0.000 +D+0.750S+0.450W 0.0000 0.380 10.067 ftftinin0.000 +0.60D+0.60W 0.0000 0.507 10.067 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 0.844 10.067 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:C2 - 6x6 BU" H= 20'-0" AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Sketches Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:TYP. WALL 2x6 STUD AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: .Code References Calculations per NDS 2018, IBC 2021 Load Combinations Used : IBC 2021 General Information Wood Section Name 2x6Analysis Method : 16Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Douglas Fir-Larch Wood Grade No.2 Fb +900.0 900.0 psi 1,350.0 625.0 180.0 575.0 31.210 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,600.0 580.0 1,600.0 580.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,600.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 16 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 28.609 lbs * Dead Load Factor AXIAL LOADS . . . ROOF: Axial Load at 16.0 ft, D = 0.5570, Lr = 0.5870, S = 0.7330 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0230 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.8164 Location of max.above base 7.946 ft Applied Axial 1.135 k Applied Mx 0.3312 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 30.109 psi 288.0Allowable Shear psi 0.06970 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.1840 k Bottom along Y-Y 0.1840 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 1.030 in at 8.054 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 377.001 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 16.0 ft0.272 ft0.1950 +D+Lr 1.250 PASS PASS0.0 0.0 16.0 ft0.201 ft0.3816 +D+S 1.150 PASS PASS0.0 0.0 16.0 ft0.217 ft0.4312 +D+0.750Lr 1.250 PASS PASS0.0 0.0 16.0 ft0.201 ft0.3338 +D+0.750S 1.150 PASS PASS0.0 0.0 16.0 ft0.217 ft0.3713 +D+0.60W 1.600 PASS PASS7.946 0.06970 0.0 ft0.159 ft0.7567 +D+0.750Lr+0.450W 1.600 PASS PASS7.946 0.05227 0.0 ft0.159 ft0.7579 +D+0.750S+0.450W 1.600 PASS PASS7.946 0.05227 0.0 ft0.159 ft0.8164 +0.60D+0.60W 1.600 PASS PASS7.946 0.06970 0.0 ft0.159 ft0.6753 Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:TYP. WALL 2x6 STUD AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 16.0 ft0.159 ft0.1130 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.586 +D+Lr 1.173 +D+S 1.319 +D+0.750Lr 1.026 +D+0.750S 1.135 +D+0.60W 0.110 0.5860.110 +D+0.750Lr+0.450W 0.083 1.0260.083 +D+0.750S+0.450W 0.083 1.1350.083 +0.60D+0.60W 0.110 0.3510.110 +0.60D 0.351 Lr Only 0.587 S Only 0.733 W Only 0.1840.184 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 0.618 8.054 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 0.464 8.054 ftftinin0.000 +D+0.750S+0.450W 0.0000 0.464 8.054 ftftinin0.000 +0.60D+0.60W 0.0000 0.618 8.054 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 1.030 8.054 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:TYP. WALL 2x6 STUD AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Sketches Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LVL WALL STUDS (H>16'-0") AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: .Code References Calculations per NDS 2018, IBC 2021 Load Combinations Used : IBC 2021 General Information Wood Section Name 1.75x5.5Analysis Method : 22.5Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species iLevel Truss Joist Wood Grade MicroLam LVL 2.0 E Fb +2600 2600 psi 2510 750 285 1555 42.01 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 2000 1016.535 2000 1016.535 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.0 Use Cr : Repetitive ? Kf : Built-up columns 1.0 Exact Width 1.750 in Exact Depth 5.50 in Area 9.625 in^2 Ix 24.263 in^4 Iy 2.456 in^4 Wood Grading/Manuf.Trus-Joist Wood Member Type Microllam LVL Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.0 2000 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.112 x-x Bending y-y Bending ksi No Minimum Basic Fully braced against buckling ABOUT Y-Y Axis ABOUT X-X Axis: Lux = 22.5 ft, Kx = 1.0 Column Buckling Condition: .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 63.179 lbs * Dead Load Factor AXIAL LOADS . . . ROOF: Axial Load at 22.50 ft, D = 0.120, Lr = 0.160, S = 0.20 k BENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0230 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.4443 Location of max.above base 11.175 ft Applied Axial 0.1832 k Applied Mx 0.8732 k-ft Load Combination +D+0.60W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 36.292 psi 456.0Allowable Shear psi 0.05306 : 1 Bending Compression Tension Location of max.above base 22.50 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.2588 k Bottom along Y-Y 0.2588 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 2.763 in at 11.326 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 343.517 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 22.50 ft0.151 ft0.05586 +D+Lr 1.250 PASS PASS0.0 0.0 22.50 ft0.109 ft0.1041 +D+S 1.150 PASS PASS0.0 0.0 22.50 ft0.119 ft0.1164 +D+0.750Lr 1.250 PASS PASS0.0 0.0 22.50 ft0.109 ft0.09196 +D+0.750S 1.150 PASS PASS0.0 0.0 22.50 ft0.119 ft0.1012 +D+0.60W 1.600 PASS PASS11.175 0.05306 22.50 ft0.086 ft0.4443 +D+0.750Lr+0.450W 1.600 PASS PASS11.175 0.03979 22.50 ft0.086 ft0.3524 +D+0.750S+0.450W 1.600 PASS PASS11.175 0.03979 22.50 ft0.086 ft0.3576 +0.60D+0.60W 1.600 PASS PASS11.175 0.05306 22.50 ft0.086 ft0.4323 Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LVL WALL STUDS (H>16'-0") AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +0.60D 1.600 PASS PASS0.0 0.0 22.50 ft0.086 ft0.03324 . k k-ft Note: Only non-zero reactions are listed. Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base@ Base @ Top Maximum Reactions @ Base @ Base@ Top @ Top My - End Moments Mx - End Moments D Only 0.183 +D+Lr 0.343 +D+S 0.383 +D+0.750Lr 0.303 +D+0.750S 0.333 +D+0.60W 0.155 0.1830.155 +D+0.750Lr+0.450W 0.116 0.3030.116 +D+0.750S+0.450W 0.116 0.3330.116 +0.60D+0.60W 0.155 0.1100.155 +0.60D 0.110 Lr Only 0.160 S Only 0.200 W Only 0.2590.259 .Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance D Only 0.0000 0.000 0.000 ftftinin0.000 +D+Lr 0.0000 0.000 0.000 ftftinin0.000 +D+S 0.0000 0.000 0.000 ftftinin0.000 +D+0.750Lr 0.0000 0.000 0.000 ftftinin0.000 +D+0.750S 0.0000 0.000 0.000 ftftinin0.000 +D+0.60W 0.0000 1.658 11.326 ftftinin0.000 +D+0.750Lr+0.450W 0.0000 1.243 11.326 ftftinin0.000 +D+0.750S+0.450W 0.0000 1.243 11.326 ftftinin0.000 +0.60D+0.60W 0.0000 1.658 11.326 ftftinin0.000 +0.60D 0.0000 0.000 0.000 ftftinin0.000 Lr Only 0.0000 0.000 0.000 ftftinin0.000 S Only 0.0000 0.000 0.000 ftftinin0.000 W Only 0.0000 2.763 11.326 ftftinin0.000 . Wood Column LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:LVL WALL STUDS (H>16'-0") AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Sketches Project NISQVAUM Vel _ Caw Subject WithlTo Address Date L AT P-O t /DNA LISIJ �) W jup LVAOS SSE SPsf 13W TONS VUZSF, ELEVATIVP 2 doS1, Zv a of W,'_ Project No. ❑ Pa 2 s g Phone ❑ Calculations ❑ Fax Comm Fax # ❑ Memorandum # Faxed Pages ❑ Meeting Minutes By n/4/L ❑ Telephone Memo Civil Engineers Structural Engineers 2021 I n C COOP, SE'A/j C N Landscape Architects Community Planners Land Surveyors bof U = CS - 0 NIGH k0of Low gooF LoluwIT(JOWAL ELEVATIOP 15w x 20bo ll' : 31,200 1S (TYf R00f) WSJ. I��5f x I� �0 f�1 = 37,620 (50LAA 9W) W� 12 psf X 2 U0 fk 2 7) ) 2o EXT, LIAus) [Jew:' Oxf x "101 - 3 0y 6g1(� unu) If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. v Page _J' Project A 150VAU'l V¢T. CLANK Project No. 2750031.2 ❑ g of Subject Phone ❑ Calculations With/To Fax # ❑ Fax Q = ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By 04/C ❑ Telephone Memo n / Civil Engineers 11)CAV . � (CAA10PY) Structural Engineers 1D 'TOT A 10 1, 1 11 BPS Landscape Architects LR Community Planners U r CS 16 , ! U)ns ( ww te0oF Land Surveyors V 0.3P10) = 2, 11 01Ps V : �irR= ),110 1�/ ��5 f�2 2,Hp5I` If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 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C L, all G Project �� VALL`I V� I Project No. Z 2 r G U � 9 Zo Page of ❑ 9 fit'_ MA 0 Subject Phone ❑ Calculations El Fax With/To Fax # ❑ Memorandum O � Address # Faxed Pages ❑ Meeting Minutes Date By 7AR ❑ Telephone Memo Civil Engineers APlIR.�6M d SUEA/{ 1✓/►Lt 9�S16N ws I % p)f Structural Engineers N / J (,J� � 2 , ►t r 6yp1f ' r 3�,5/t• Landscape Architects M16M oof �Y .k I Community Planners UI —i _ _ I"I LOV61T. 012. �. Wr 191`1 NnNtAlTM-0 Sr��R(L (1ti w. 30 J I�ti p v_-I`IIH i✓ =•Iu56 10,171 E= t�61 & VZIk A W. t I052 w.31t w:,3l2 u- 'I'l L El ^►3,0 ta/; Z q fr't _E . - l u52 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. 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NUS ,A l V , C 1U G 603 0 Page of fit'_ Project � ti `� � U U Project No. 12S � • 2 ❑ 9 Subject Phone ❑ Calculations _ With/To Fax # Fax Q i ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By PR(z ❑ Telephone Memo O O p , 2nF Civil Engineers LOW %L UU I r I , I , I 61 9,� pvNG 3 +,t {j 2 3. -6 Structural Engineers w3:__4p5F x 65 F� ll , 260plf ti 1r;K n� 211� t/ = qpf x71Fy___ 2btipif W, 2boW � '- 2: r9L+P�F J Landscape Architects Community Planners Land Surveyors r--- Z K b1-b, Luu611, nth, SUS ('Ib) N 22tiu 133�5 6'1`1 0 0 ` J9 3 Ll If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Project All Sava Ll,'1 I/ET. CLI NW- Project No. 2 IT dU 3 ). Z o El Page of Subject Phone ❑ Calculations _ WithlTo Fax # ❑ Fax Q i ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By BAR ❑ Telephone Memo Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors o d cAs-e I: 'U ; 6W7WS 106 pif Ult 7 K /?)1 Asp 11N11 5)&,Aa C^,0ACJJ,JE51%At�ow 2 �6 p)F 7 pjE GJb1A 22016Aw .5 IT = `17 p)( uLf / 3 p1f Asa 4LL'1121'� p)E S5 p)f O✓_y If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)144 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 15th (360-16): ASD Cold Formed Steel AISI S100-20: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-21 ASD Temperature < 100F Concrete ACI 318-19 (22) Masonry TMS 402-16: ASD Aluminum AA ADM1-20: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 2 Model Settings (Continued) Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 ρ Z 1 ρ X 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 4 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 5 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 6 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 7 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 8 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 9 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 10 0 0 2 N2 29.5 13.667 0 3 N3 10 13.667 0 4 N4 29.5 0 0 5 N5 35.5 0 0 6 N6 48.5 10 0 7 N7 35.5 10 0 8 N8 48.5 0 0 9 N11 0 0 13.5 10 N10 0 10 26 11 N12 0 10 13.5 12 N13 0 0 26 13 N14 1 0 26 14 N15 1 10 35.6667 15 N16 1 10 26 16 N17 1 0 35.6667 17 N22 11.5 0 70 18 N23 20 12.5833 70 19 N24 11.5 12.5833 70 20 N25 20 0 70 21 N26 20 0 69 22 N27 56.667 12.333 69 23 N28 20 12.333 69 24 N29 56.667 0 69 25 N30 63.917 0 69 26 N35 35 0 0 27 N36 35 10 12 28 N37 35 10 0 29 N38 35 0 12 30 N43 39.5 0 22 31 N44 50.833 10 22 32 N45 39.5 10 22 33 N46 50.833 0 22 34 N47 55.833 0 22 35 N48 65.333 10 22 36 N49 55.833 10 22 37 N50 65.333 0 22 38 N51 65.833 0 22 39 N52 65.833 10 16.5 40 N53 65.833 10 22 41 N54 65.833 0 16.5 42 N55 42 0 22.5 43 N56 42 12 39 44 N57 42 12 22.5 45 N58 42 0 39 46 N59 42 0 55.083 47 N60 42 12 68.583 48 N61 42 12 55.083 49 N62 42 0 68.583 50 N63 63.917 10 33.667 51 N64 63.917 10 69 52 N65 63.917 0 33.667 53 N66 0 0 48.5 54 N67 0 10 62 55 N68 0 10 48.5 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 10 Node Coordinates (Continued) Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 56 N69 0 0 62 57 N70 65.333 20 22 58 N71 55.833 20 22 59 N72 50.833 20 22 60 N73 39.5 20 22 61 N74 65.833 20 16.5 62 N75 65.833 20 22 63 N78 35 20 12 64 N79 35 20 0 65 N80 35.5 20 0 66 N81 48.5 20 0 Node Boundary Conditions Node Label X [k/in] Z [k/in] 1 N71 Reaction 2 N73 Reaction 3 N75 Reaction 4 N79 Reaction 5 N81 Reaction 6 N61 Reaction 7 N37 Reaction 8 N64 Reaction 9 N36 Reaction 10 N56 Reaction 11 N57 Reaction 12 N52 Reaction 13 N53 Reaction 14 N63 Reaction 15 N60 Reaction 16 N24 Reaction 17 N2 Reaction 18 N6 Reaction 19 N3 Reaction 20 N7 Reaction 21 N28 Reaction 22 N23 Reaction 23 N45 Reaction 24 N27 Reaction 25 N44 Reaction 26 N48 Reaction 27 N49 Reaction 28 N12 Reaction 29 N16 Reaction 30 N10 Reaction 31 N15 Reaction 32 N68 Reaction 33 N67 Reaction 34 N70 Reaction 35 N72 Reaction 36 N74 Reaction 37 N78 Reaction 38 N80 Reaction Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 11 Wood Properties Label Type Database Species Grade Cm Ci EmodNu Therm. Coeff. [1e⁵°F⁻¹]Density [k/ft³] 1 DF Solid Sawn Visually Graded Douglas Fir-Larch No.1 1 0.3 0.3 0.035 2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 0.035 3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 0.035 4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 0.035 5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E_DF_BAL na 1 0.3 0.3 0.035 6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E_DF_UNBAL na 1 0.3 0.3 0.035 7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E_SP_BAL na 1 0.3 0.3 0.035 8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E_SP_UNBAL na 1 0.3 0.3 0.035 9 1.3E-1600F_VERSALAM SCL Boise Cascade 1.3E-1600F_VERSALAM na 1 0.3 0.3 0.035 10 1.35E LSL_SolidStart SCL Louisiana Pacific 1.35E LSL_SolidStart na 1 0.3 0.3 0.035 11 1.4E_RIGIDLAM LVL SCL Roseburg Forest Products_2023 1.4E_RIGIDLAM LVL na 1 0.3 0.3 0.035 12 2.0E_DF Parallam PSL SCL TrusJoist 2.0E_DF Parallam PSL na 1 0.3 0.3 0.035 13 LVL_PRL_1.5E_2250F Custom N/A LVL_PRL_1.5E_2250F na 1 0.3 0.3 0.035 14 LVL_Microlam_1.9E_2600F Custom N/A LVL_Microllam_1.9E_2600F na 1 0.3 0.3 0.035 15 PSL_Parallam_2.0E_2900F Custom N/A PSL_Parallam_2.0E_2900F na 1 0.3 0.3 0.035 16 LSL_TimberStrand_1.55E_2325F Custom N/A LSL_TimberStrand_1.55E_2325F na 1 0.3 0.3 0.035 Wall Panel Data Label A Node B Node C Node D Node Material Type Material Set Thickness [in]Design Rule Panel/Spacing 1 WP1 N1 N3 N2 N4 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 2 WP2 N5 N7 N6 N8 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 3 WP3 N11 N12 N10 N13 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 4 WP4 N14 N16 N15 N17 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 5 WP6 N22 N24 N23 N25 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 6 WP7 N26 N28 N27 N29 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 7 WP9 N35 N37 N36 N38 Wood DF 5.5 (stud)Typical RS_15/32_10d@4 | 16 8 WP11 N43 N45 N44 N46 Wood DF 5.5 (stud)Typical RS_15/32_10d@4 | 16 9 WP12 N47 N49 N48 N50 Wood DF 5.5 (stud)Typical RS_15/32_10d@4 | 16 10 WP13 N51 N53 N52 N54 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 11 WP14 N55 N57 N56 N58 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 12 WP15 N59 N61 N60 N62 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 13 WP16 N30 N64 N63 N65 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 14 WP17 N66 N68 N67 N69 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 15 WP18 N49 N71 N70 N48 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 16 WP19 N45 N73 N72 N44 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 17 WP20 N53 N75 N74 N52 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 18 WP22 N37 N79 N78 N36 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 19 WP23 N6 N81 N80 N7 Wood DF 5.5 (stud)Typical RS_15/32_10d@6 | 16 Wall Panel Advanced Data LabelSeismic RuleDesign MethodSSAF In-Plane Icr Factor Out-Plane Icr Factor Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in] 1 WP1 N/A Force Transfer 1 N/A N/A N/A N/A N/A N/A 2 WP2 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 3 WP3 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 4 WP4 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 5 WP6 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 6 WP7 N/A Force Transfer 1 N/A N/A N/A N/A N/A N/A 7 WP9 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 8 WP11 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 9 WP12 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 10 WP13 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 11 WP14 N/A Segmented 1 N/A N/A N/A N/A N/A N/A Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 12 Wall Panel Advanced Data (Continued) LabelSeismic RuleDesign MethodSSAF In-Plane Icr Factor Out-Plane Icr Factor Cm In-Plane Cm Out-Plane Stud Bracing Sheathing Connect Dist [in] 12 WP15 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 13 WP16 N/A Force Transfer 1 N/A N/A N/A N/A N/A N/A 14 WP17 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 15 WP18 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 16 WP19 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 17 WP20 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 18 WP22 N/A Segmented 1 N/A N/A N/A N/A N/A N/A 19 WP23 N/A Segmented 1 N/A N/A N/A N/A N/A N/A Wood Wall Panel Parameters Label Top Plate Sill Plate Studs Min Stud Space [in]Max Stud Space [in]Green Lumber?Header Size Header Matl 1 Typical 2-2X6 2X6 2X6 16 16 6x8 Same as Wall Additional Wood Wall Panel Parameters Label Schedule Min Panel Thick [in] Max Panel Thick [in] Double Sided Panel? Max. Nail Spacing Min. Nail Spacing HD Chords HD Chord Matl Hold Down Chord Strap Eccentricity 1 Typical AWC 2015 PLY 0.469 (10d)0.375 0.75 Optimum 6-in.2-in.2-2X6 Same as Wall HDU_DF-SP SIMPSON Chord Straps Wall Panel Distributed Loads (BLC 1 : DEAD) Wall Label Direction Start Magnitude [k/ft, F] End Magnitude [k/ft, F] Start Location [(ft, %)]End Location [(ft, %)] 1 WP15(12ft)Y -0.47 -0.47 0 13.5 2 WP14(12ft)Y -0.462 -0.462 0 16.5 3 WP23(10ft)Y -0.195 -0.195 0 13 4 WP19(10ft)Y -0.195 -0.195 0 11.333 5 WP18(10ft)Y -0.195 -0.195 0 9.5 6 WP22(10ft)Y -0.045 -0.045 0 12 7 WP20(10ft)Y -0.045 -0.045 0 5.5 8 WP16(10ft)Y -0.162 -0.162 0 35.333 9 WP1(13.667ft)Y -0.03 -0.03 0 19.5 10 WP6(12.583ft)Y -0.03 -0.03 0 8.5 11 WP7(12.333ft)Y -0.03 -0.03 0 36.667 12 WP3(10ft)Y -0.255 -0.255 0 12.5 13 WP4(10ft)Y -0.3 -0.3 0 9.667 14 WP17(10ft)Y -0.295 -0.295 0 13.5 Wall Panel Distributed Loads (BLC 2 : SEISMIC X) Wall Label Direction Start Magnitude [k/ft, F] End Magnitude [k/ft, F] Start Location [(ft, %)] End Location [(ft, %)] 1 WP23(10ft)X 0.096 0.096 0 13 2 WP18(10ft)X 0.06 0.06 0 9.5 3 WP19(10ft)X 0.06 0.06 0 11.333 4 WP1(13.667ft)X 0.143 0.143 0 19.5 5 WP2(10ft)X 0.143 0.143 0 13 6 WP11(10ft)X 0.465 0.465 0 11.333 7 WP12(10ft)X 0.465 0.465 0 9.5 8 WP6(12.583ft)X 0.153 0.153 0 8.5 9 WP7(12.333ft)X 0.153 0.153 0 36.667 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 13 Wall Panel Distributed Loads (BLC 3 : SEISMIC Z) Wall Label Direction Start Magnitude [k/ft, F] End Magnitude [k/ft, F] Start Location [(ft, %)]End Location [(ft, %)] 1 WP20(10ft)Z 0.216 0.216 0 5.5 2 WP22(10ft)Z 0.1 0.1 0 12 3 WP9(10ft)Z 0.459 0.459 0 12 4 WP13(10ft)Z 0.085 0.085 0 5.5 5 WP14(12ft)Z 0.099 0.099 0 16.5 6 WP15(12ft)Z 0.099 0.099 0 13.5 7 WP16(10ft)Z 0.085 0.085 0 35.333 8 WP3(10ft)Z 0.136 0.136 0 12.5 9 WP4(10ft)Z 0.136 0.136 0 9.667 10 WP17(10ft)Z 0.136 0.136 0 13.5 Basic Load Cases BLC Description Category Y Gravity Distributed 1 DEAD DL -1 14 2 SEISMIC X ELX 9 3 SEISMIC Z ELZ 10 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 21/ASCE ASD 1 Yes Y DL 1 5 IBC 21/ASCE ASD 2 Yes Y DL 1 LL 1 LLS 1 6 IBC 21/ASCE ASD 8 (a)Yes Y DL 1 Sds*DL 0.14 ELX 0.7 7 IBC 21/ASCE ASD 8 (b)Yes Y DL 1 Sds*DL 0.14 ELZ 0.7 8 IBC 21/ASCE ASD 8 (c)Yes Y DL 1 Sds*DL 0.14 ELX -0.7 9 IBC 21/ASCE ASD 8 (d)Yes Y DL 1 Sds*DL 0.14 ELZ -0.7 10 IBC 21/ASCE ASD 9 (a)Yes Y DL 1 Sds*DL 0.105 ELX 0.525 LL 0.75 LLS 0.75 11 IBC 21/ASCE ASD 9 (b)Yes Y DL 1 Sds*DL 0.105 ELZ 0.525 LL 0.75 LLS 0.75 12 IBC 21/ASCE ASD 9 (c)Yes Y DL 1 Sds*DL 0.105 ELX -0.525 LL 0.75 LLS 0.75 13 IBC 21/ASCE ASD 9 (d)Yes Y DL 1 Sds*DL 0.105 ELZ -0.525 LL 0.75 LLS 0.75 14 IBC 21/ASCE ASD 10 (a)Yes Y DL 0.6 Sds*DL -0.14 ELX 0.7 15 IBC 21/ASCE ASD 10 (b)Yes Y DL 0.6 Sds*DL -0.14 ELZ 0.7 16 IBC 21/ASCE ASD 10 (c)Yes Y DL 0.6 Sds*DL -0.14 ELX -0.7 17 IBC 21/ASCE ASD 10 (d)Yes Y DL 0.6 Sds*DL -0.14 ELZ -0.7 Load Combination Design Description CD Service Hot RolledCold Formed Wood Concrete Masonry Aluminum StainlessConnection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 21/ASCE ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 21/ASCE ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 21/ASCE ASD 8 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 21/ASCE ASD 8 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 21/ASCE ASD 8 (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 21/ASCE ASD 8 (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 21/ASCE ASD 9 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 21/ASCE ASD 9 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 21/ASCE ASD 9 (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 14 Load Combination Design (Continued) Description CD Service Hot RolledCold Formed Wood Concrete Masonry Aluminum StainlessConnection 13 IBC 21/ASCE ASD 9 (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 21/ASCE ASD 10 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 21/ASCE ASD 10 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 21/ASCE ASD 10 (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 21/ASCE ASD 10 (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Node Reactions Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft]LC MZ [k-ft] LC 1 N71 max 0 17 0 17 0 17 0 17 0 17 0 17 2 min 0 1 0 1 0 1 0 1 0 1 0 1 3 N73 max 0 17 0 17 0 17 0 17 0 17 0 17 4 min 0 1 0 1 0 1 0 1 0 1 0 1 5 N75 max 0 17 0 17 0 17 0 17 0 17 0 17 6 min 0 1 0 1 0 1 0 1 0 1 0 1 7 N79 max 0 17 0 17 0 17 0 17 0 17 0 17 8 min 0 1 0 1 0 1 0 1 0 1 0 1 9 N81 max 0 17 0 17 0 17 0 17 0 17 0 17 10 min 0 1 0 1 0 1 0 1 0 1 0 1 11 N61 max 0 17 0 17 0 17 0 17 0 17 0 17 12 min 0 1 0 1 0 1 0 1 0 1 0 1 13 N37 max 0 17 0 17 0 17 0 17 0 17 0 17 14 min 0 1 0 1 0 1 0 1 0 1 0 1 15 N64 max 0 17 0 17 0 17 0 17 0 17 0 17 16 min 0 1 0 1 0 1 0 1 0 1 0 1 17 N36 max 0 17 0 17 0 17 0 17 0 17 0 17 18 min 0 1 0 1 0 1 0 1 0 1 0 1 19 N56 max 0 17 0 17 0 17 0 17 0 17 0 17 20 min 0 1 0 1 0 1 0 1 0 1 0 1 21 N57 max 0 17 0 17 0 17 0 17 0 17 0 17 22 min 0 1 0 1 0 1 0 1 0 1 0 1 23 N52 max 0 17 0 17 0 17 0 17 0 17 0 17 24 min 0 1 0 1 0 1 0 1 0 1 0 1 25 N53 max 0 17 0 17 0 17 0 17 0 17 0 17 26 min 0 1 0 1 0 1 0 1 0 1 0 1 27 N63 max 0 17 0 17 0 17 0 17 0 17 0 17 28 min 0 1 0 1 0 1 0 1 0 1 0 1 29 N60 max 0 17 0 17 0 17 0 17 0 17 0 17 30 min 0 1 0 1 0 1 0 1 0 1 0 1 31 N24 max 0 17 0 17 0 17 0 17 0 17 0 17 32 min 0 1 0 1 0 1 0 1 0 1 0 1 33 N2 max 0 17 0 17 0 17 0 17 0 17 0 17 34 min 0 1 0 1 0 1 0 1 0 1 0 1 35 N6 max 0 17 0 17 0 17 0 17 0 17 0 17 36 min 0 1 0 1 0 1 0 1 0 1 0 1 37 N3 max 0 17 0 17 0 17 0 17 0 17 0 17 38 min 0 1 0 1 0 1 0 1 0 1 0 1 39 N7 max 0 17 0 17 0 17 0 17 0 17 0 17 40 min 0 1 0 1 0 1 0 1 0 1 0 1 41 N28 max 0 17 0 17 0 17 0 17 0 17 0 17 42 min 0 1 0 1 0 1 0 1 0 1 0 1 43 N23 max 0 17 0 17 0 17 0 17 0 17 0 17 44 min 0 1 0 1 0 1 0 1 0 1 0 1 45 N45 max 0 17 0 17 0 17 0 17 0 17 0 17 46 min 0 1 0 1 0 1 0 1 0 1 0 1 47 N27 max 0 17 0 17 0 17 0 17 0 17 0 17 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 15 Envelope Node Reactions (Continued) Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft]LC MZ [k-ft] LC 48 min 0 1 0 1 0 1 0 1 0 1 0 1 49 N44 max 0 17 0 17 0 17 0 17 0 17 0 17 50 min 0 1 0 1 0 1 0 1 0 1 0 1 51 N48 max 0 17 0 17 0 17 0 17 0 17 0 17 52 min 0 1 0 1 0 1 0 1 0 1 0 1 53 N49 max 0 17 0 17 0 17 0 17 0 17 0 17 54 min 0 1 0 1 0 1 0 1 0 1 0 1 55 N12 max 0 17 0 17 0 17 0 17 0 17 0 17 56 min 0 1 0 1 0 1 0 1 0 1 0 1 57 N16 max 0 17 0 17 0 17 0 17 0 17 0 17 58 min 0 1 0 1 0 1 0 1 0 1 0 1 59 N10 max 0 17 0 17 0 17 0 17 0 17 0 17 60 min 0 1 0 1 0 1 0 1 0 1 0 1 61 N15 max 0 17 0 17 0 17 0 17 0 17 0 17 62 min 0 1 0 1 0 1 0 1 0 1 0 1 63 N68 max 0 17 0 17 0 17 0 17 0 17 0 17 64 min 0 1 0 1 0 1 0 1 0 1 0 1 65 N67 max 0 17 0 17 0 17 0 17 0 17 0 17 66 min 0 1 0 1 0 1 0 1 0 1 0 1 67 N70 max 0 17 0 17 0 17 0 17 0 17 0 17 68 min 0 1 0 1 0 1 0 1 0 1 0 1 69 N72 max 0 17 0 17 0 17 0 17 0 17 0 17 70 min 0 1 0 1 0 1 0 1 0 1 0 1 71 N74 max 0 17 0 17 0 17 0 17 0 17 0 17 72 min 0 1 0 1 0 1 0 1 0 1 0 1 73 N78 max 0 17 0 17 0 17 0 17 0 17 0 17 74 min 0 1 0 1 0 1 0 1 0 1 0 1 75 N80 max 0 17 0 17 0 17 0 17 0 17 0 17 76 min 0 1 0 1 0 1 0 1 0 1 0 1 77 WP1 max 1.952 16 1.691 8 0 17 0 17 0 17 26.751 6 78 min -1.952 6 0 2 0 1 0 1 0 1 -26.648 16 79 WP2 max 2.175 16 4.046 8 0 17 0 17 0 17 30.485 14 80 min -2.175 14 0 2 0 1 0 1 0 1 -30.485 8 81 WP3 max 0 17 4.178 7 1.19 17 11.9 17 0 17 0 17 82 min 0 1 0 2 -1.19 15 -11.9 7 0 1 0 1 83 WP4 max 0 17 3.743 9 0.92 17 9.203 17 0 17 0 17 84 min 0 1 0 2 -0.92 15 -9.203 7 0 1 0 1 85 WP6 max 0.91 16 0.767 6 0 17 0 17 0 17 11.455 6 86 min -0.91 6 0 2 0 1 0 1 0 1 -11.455 8 87 WP7 max 3.927 8 2.953 8 0 17 0 17 0 17 48.818 6 88 min -3.927 14 0 2 0 1 0 1 0 1 -48.276 16 89 WP9 max 0 17 1.682 9 4.696 9 55.356 17 0 17 0 17 90 min 0 1 0 2 -4.696 7 -55.356 15 0 1 0 1 91 WP11 max 4.165 8 3.512 8 0 17 0 17 0 17 46.409 14 92 min -4.165 14 0 2 0 1 0 1 0 1 -46.409 8 93 WP12 max 3.491 16 2.978 8 0 17 0 17 0 17 38.903 6 94 min -3.491 6 0 2 0 1 0 1 0 1 -38.903 16 95 WP13 max 0 17 0.837 9 1.159 17 19.904 9 0 17 0 17 96 min 0 1 0 2 -1.159 7 -19.904 7 0 1 0 1 97 WP14 max 0 17 9.511 9 1.143 17 13.721 17 0 17 0 17 98 min 0 1 0 2 -1.143 15 -13.721 15 0 1 0 1 99 WP15 max 0 17 7.924 9 0.936 9 11.227 17 0 17 0 17 100 min 0 1 0 2 -0.936 15 -11.227 7 0 1 0 1 101 WP16 max 0 17 7.738 9 2.102 9 20.964 17 0 17 0 17 102 min 0 1 0 2 -2.102 15 -21.169 7 0 1 0 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 16 Envelope Node Reactions (Continued) Node Label X [k] LC Y [k] LC Z [k] LC MX [k-ft] LC MY [k-ft]LC MZ [k-ft] LC 103 WP17 max 0 17 5.129 9 1.285 17 12.852 17 0 17 0 17 104 min 0 1 0 2 -1.285 15 -12.852 7 0 1 0 1 105 Totals:max 16.62 16 56.689 9 13.431 9 106 min -16.62 14 0 2 -13.431 7 Envelope Wall Panel Forces Wall LabelElevation [ft] Axial [k] LC x Shear [k] LC z Shear [k] LC x-x Moment [k-ft] LC z-z Moment [k-ft] LC 1 WP1 0 max 1.691 9 1.952 16 0 17 0 17 26.75 6 2 0 min 0 2 -1.952 6 0 1 0 1 -26.647 16 3 WP2 0 max 4.046 9 2.175 16 0 17 0 17 30.484 14 4 0 min 0 2 -2.175 6 0 1 0 1 -30.484 8 5 WP3 0 max 4.178 9 1.19 17 0 17 0 17 11.899 15 6 0 min 0 2 -1.19 7 0 1 0 1 -11.899 9 7 WP4 0 max 3.743 9 0.92 17 0 17 0 17 9.202 15 8 0 min 0 2 -0.92 7 0 1 0 1 -9.202 9 9 WP6 0 max 0.767 9 0.91 16 0 17 0 17 11.455 14 10 0 min 0 2 -0.91 6 0 1 0 1 -11.455 8 11 WP7 0 max 2.953 9 3.927 16 0 17 0 17 48.816 6 12 0 min 0 2 -3.927 6 0 1 0 1 -48.275 16 13 WP9 0 max 1.682 9 4.696 17 0 17 0 17 55.354 15 14 0 min 0 2 -4.696 7 0 1 0 1 -55.354 9 15 WP11 0 max 3.512 9 4.165 16 0 17 0 17 46.407 14 16 0 min 0 2 -4.165 6 0 1 0 1 -46.407 8 17 WP12 0 max 2.978 9 3.491 16 0 17 0 17 38.901 14 18 0 min 0 2 -3.491 6 0 1 0 1 -38.901 8 19 WP13 0 max 0.837 9 1.159 15 0 17 0 17 19.904 17 20 0 min 0 2 -1.159 9 0 1 0 1 -19.904 7 21 WP14 0 max 9.511 9 1.143 17 0 17 0 17 13.721 15 22 0 min 0 2 -1.143 7 0 1 0 1 -13.721 9 23 WP15 0 max 7.924 9 0.936 17 0 17 0 17 11.226 15 24 0 min 0 2 -0.936 7 0 1 0 1 -11.226 9 25 WP16 0 max 7.738 9 2.102 15 0 17 0 17 20.963 17 26 0 min 0 2 -2.102 9 0 1 0 1 -21.168 7 27 WP17 0 max 5.129 9 1.285 17 0 17 0 17 12.851 15 28 0 min 0 2 -1.285 7 0 1 0 1 -12.851 9 29 WP18 10 max 2.545 9 0.399 16 0 17 0 17 3.99 14 30 10 min 0 2 -0.399 6 0 1 0 1 -3.99 8 31 WP19 10 max 3.016 9 0.476 16 0 17 0 17 4.76 14 32 10 min 0 2 -0.476 6 0 1 0 1 -4.76 8 33 WP20 10 max 0.56 9 0.832 15 0 17 0 17 8.316 17 34 10 min 0 2 -0.832 9 0 1 0 1 -8.316 7 35 WP22 10 max 1.149 9 0.84 17 0 17 0 17 8.4 15 36 10 min 0 2 -0.84 7 0 1 0 1 -8.4 9 37 WP23 10 max 3.468 9 0.874 14 0 17 0 17 8.736 16 38 10 min 0 2 -0.874 8 0 1 0 1 -8.736 6 AWC NDS-18 / SDPWS-21 ASD Wall Panel Wood Code Checks (In-Plane) Wall PanelShear Panel LabelRegionShear CheckShear Force[k/ft]Gov LC Hold-Down Label Chord Strap Label Tension CheckTie-Down Force[k]Gov LC 1 WP1 RS_15/32_10d@6 N/A 0.575 0.164 8 HDU2-SDS2.5_DF-SP NC 0.334 1.028 14 2 WP2 RS_15/32_10d@6 R1 0.587 0.167 6 HDU2-SDS2.5_DF-SP NC 0.497 1.529 14 3 WP3 RS_15/32_10d@6 R1 0.334 0.095 7 HDU2-SDS2.5_DF-SP NC 0.035 0.109 15 4 WP4 RS_15/32_10d@6 R1 0.334 0.095 7 HDU2-SDS2.5_DF-SP NC 0.064 0.197 15 5 WP6 RS_15/32_10d@6 R1 0.376 0.107 6 HDU2-SDS2.5_DF-SP NC 0.388 1.193 16 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:22 AM RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 17 AWC NDS-18 / SDPWS-21 ASD Wall Panel Wood Code Checks (In-Plane) (Continued) Wall PanelShear Panel LabelRegionShear CheckShear Force[k/ft]Gov LC Hold-Down Label Chord Strap Label Tension CheckTie-Down Force[k]Gov LC 6 WP7 RS_15/32_10d@6 N/A 0.545 0.155 8 HDU2-SDS2.5_DF-SP NC 0.237 0.729 14 7 WP9 RS_15/32_10d@4 R1 0.925 0.391 7 HDU4-SDS2.5_DF-SP NC 0.936 4.273 15 8 WP11 RS_15/32_10d@4 R1 0.868 0.367 6 HDU4-SDS2.5_DF-SP NC 0.742 3.386 14 9 WP12 RS_15/32_10d@4 R1 0.868 0.368 6 HDU4-SDS2.5_DF-SP NC 0.765 3.494 14 10 WP13 RS_15/32_10d@6 R1 0.739 0.211 7 HDU4-SDS2.5_DF-SP NC 0.756 3.45 15 11 WP14 RS_15/32_10d@6 R1 0.224 0.069 7 Not Req'd NC NC NC NC 12 WP15 RS_15/32_10d@6 R1 0.224 0.069 7 Not Req'd NC NC NC NC 13 WP16 RS_15/32_10d@6 N/A 0.295 0.092 7 Not Req'd NC NC NC NC 14 WP17 RS_15/32_10d@6 R1 0.307 0.095 7 Not Req'd NC NC NC NC 15 WP18 RS_15/32_10d@6 R1 0.135 0.042 6 NC Not Req'd NC NC NC 16 WP19 RS_15/32_10d@6 R1 0.135 0.042 6 NC Not Req'd NC NC NC 17 WP20 RS_15/32_10d@6 R1 0.488 0.151 7 NC MST37_24_SPF/HF_Nail 0.933 1.399 15 18 WP22 RS_15/32_10d@6 R1 0.226 0.07 7 NC MSTC28_18_SPF/HF_Nail 0.471 0.468 15 19 WP23 RS_15/32_10d@6 R1 0.217 0.067 6 NC Not Req'd NC NC NC Warning Log No Data to Print... Detail Report: WP1 Wood Wall R1 R2 R3 R4 R5 R6 R7 H8 H9 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:FTAO Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON HD Eccentricity (in): 0 GEOMETRY Total Height (ft):13.667 Total Length (ft):19.5 Wall H/W Ratio:0.70 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Shear Panel Shear UC Shear LC Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC RS_15/32_10d@6 0.575 8 (S) HDU2- SDS2.5_D F-SP 0.334 14 (S) 0.156 6 (S) 0.021 1 STUDS Required Cap (k):0.093 Provided Cap (k):4.55 Ratio:0.021 Governing LC:1 Gov Region:4 Stud Spacing (in):16 Studs in Region:5 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 18 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:27 AM CHORDS Max Comp Force (k): 1.477 Comp Capacity (k):9.487 Comp Ratio:0.156 Gov Comp LC:6 Max Tens Force (k):1.028 Tens Capacity (k):23.166 Tens Ratio:0.044 Gov Tens LC:14 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Shear Ratio:0.575 Governing LC:8 (Seismic) Total Shear (k):1.952 Max Unit Shear (k/ ft): 0.164 Shear Cap. (k/ft):0.310 Adjusted Shear Cap. (k/ft): 0.285 Specific Gravity:0.5 Specific Gravity Adjustment Factor: 1.00 Hold-Down Factor:0.92 Shear Stiffness Adjustment Factor: 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 Aspect Ratio Factor: 1.00 Governing H/W Ratio Factor: 1.00 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Num Sides:One Over Gyp. Board:No DEFLECTIONS Elastic (in):0.006 HD (in):0.021 Shear (in):0.16 Total (in):0.187 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):1.028 Base Capacity (k):1.922 Adjusted Cap. (k):3.075 Ratio:0.334 Governing LC:14 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Reqd. Chord Thk. (in): 3.00 Raised:No AB Diameter (in): 0.500 Fastener Size:16d Num Fasteners:8 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 19 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:27 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. Chord Force = -1.028-k (LC14)(T) HD Force = 1.028-k (LC14) Chord Force = 1.477-k (LC6)(C) HD Force = 1.028-k (LC14) Detail Report: WP1 (Opening H8) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 2.5 Opening Width (ft): 3.5 h/w ratio:0.714 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.057 at 0 ft Min: -0.063 at 3.5 ft V k Max: 0.034 at 1.75 ft M k-ft Note: Axial forces are not considered in the design of the member. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 20 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:27 AM FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 8 S2 Upper, Left Horizontal -0.2 6 S3 Upper, Right Horizontal -0.1 8 S4 Bottom, Right Horizontal -0.1 6 S5 Bottom, Left Vertical -0.3 8 S6 Upper, Left Vertical 0.0 8 S7 Upper, Right Vertical 0.1 6 S8 Bottom, Right Vertical 0.3 8 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.093 1.941 2 -0.136 0.882 3 -0.072 2.000 4 -0.117 1.619 5 -0.107 1.172 6 -0.164 0.517 7 -0.102 1.138 8 -0.108 1.571 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 21 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:27 AM Max Bending Check: 0.007 Location:1.75 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.013 (y) Location:3.5 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:3.227 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3.5 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP1 (Opening H9) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 2.5 Opening Width (ft): 3.5 h/w ratio:0.714 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.064 at 0 ft Min: -0.071 at 3.5 ft V k Max: 0.038 at 1.575 ft M k-ft Note: Axial forces are not considered in the design of the member. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 22 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:28 AM FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 8 S2 Upper, Left Horizontal -0.1 6 S3 Upper, Right Horizontal -0.3 8 S4 Bottom, Right Horizontal -0.2 6 S5 Bottom, Left Vertical -0.3 8 S6 Upper, Left Vertical -0.1 6 S7 Upper, Right Vertical 0.1 8 S8 Bottom, Right Vertical 0.5 8 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.102 1.138 2 -0.164 0.517 3 -0.107 1.172 4 -0.124 1.619 5 -0.100 1.172 6 -0.140 0.517 7 -0.096 1.138 8 -0.106 1.571 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 23 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:28 AM Max Bending Check: 0.007 Location:1.575 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.015 (y) Location:3.5 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:3.227 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3.5 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 24 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:28 AM Detail Report: WP2 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):13 Max H/W Ratio:0.77 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.587 6 (S) HDU2- SDS2.5_DF- SP 0.497 14 (S) 0.160 8 (S) 0.04 2 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.77 0.587 6 (S) HDU2- SDS2.5_D F-SP 0.497 14 (S) 0.160 8 (S) 0.042 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.13 (R1) 6 0.133 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 25 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:29 AM Detail Report: WP2 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):13 Region H/W:0.77 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 3.549 at 0 ft Min: 3.042 at 10 ft P k Max: -2.175 at 5 ft V k Max: -8.737 at 10 ft Min: -30.484 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.323 Provided Cap (k):7.616 Ratio:0.042 Governing LC:1 Stud Spacing (in):16 Studs in Region:11 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 26 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:30 AM CHORDS Max Comp Force (k): 2.713 Comp Capacity (k):16.943 Comp Ratio:0.16 Gov Comp LC:8 Max Tens Force (k):1.529 Tens Capacity (k):23.166 Tens Ratio:0.066 Gov Tens LC:16 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.167 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.285 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.587 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.004 Shear Comp (in):0.119 HD Elong (in):0.007 Tot Deflection (in):0.13 Governing LC:6 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):1.529 Base Cap.(CD=1) (k): 1.922 Adjusted Cap. (k):3.075 Ratio:0.497 Governing LC:14 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 27 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:30 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 2.713-k (LC8)(C) HD Force = 1.529-k (LC14) Chord Force = 2.713-k (LC6)(C) HD Force = 1.529-k (LC14) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 28 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:30 AM Detail Report: WP3 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):12.5 Max H/W Ratio:0.80 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.334 7 (S) HDU2- SDS2.5_DF- SP 0.035 15 (S) 0.081 9 (S) 0.04 8 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.80 0.334 7 (S) HDU2- SDS2.5_D F-SP 0.035 15 (S) 0.081 9 (S) 0.048 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.07 (R1) 7 0.075 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 29 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:31 AM Detail Report: WP3 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):12.5 Region H/W:0.80 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 3.665 at 0 ft Min: 3.188 at 10 ft P k Max: -1.19 at 5 ft V k Max: -0.001 at 10 ft Min: -11.899 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.367 Provided Cap (k):7.616 Ratio:0.048 Governing LC:1 Stud Spacing (in):16 Studs in Region:10 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 30 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:31 AM CHORDS Max Comp Force (k): 1.37 Comp Capacity (k):16.943 Comp Ratio:0.081 Gov Comp LC:9 Max Tens Force (k):0.109 Tens Capacity (k):23.166 Tens Ratio:0.005 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.095 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.285 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.334 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.002 Shear Comp (in):0.068 HD Elong (in):0 Tot Deflection (in):0.07 Governing LC:7 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):0.109 Base Cap.(CD=1) (k): 1.922 Adjusted Cap. (k):3.075 Ratio:0.035 Governing LC:15 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 31 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:32 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.370-k (LC9)(C) HD Force = 0.109-k (LC15) Chord Force = 1.370-k (LC7)(C) HD Force = 0.109-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 32 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:32 AM Detail Report: WP4 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):9.667 Max H/W Ratio:1.03 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.334 7 (S) HDU2- SDS2.5_DF- SP 0.064 15 (S) 0.084 9 (S) 0.05 4 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 1.03 0.334 7 (S) HDU2- SDS2.5_D F-SP 0.064 15 (S) 0.084 9 (S) 0.054 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.071 (R1) 7 0.076 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 33 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:33 AM Detail Report: WP4 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):9.667 Region H/W:1.03 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 3.283 at 0 ft Min: 2.9 at 10 ft P k Max: -0.92 at 5 ft V k Max: 0 at 10 ft Min: -9.202 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.41 Provided Cap (k):7.616 Ratio:0.054 Governing LC:1 Stud Spacing (in):16 Studs in Region:8 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 34 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:33 AM CHORDS Max Comp Force (k): 1.42 Comp Capacity (k):16.943 Comp Ratio:0.084 Gov Comp LC:9 Max Tens Force (k):0.197 Tens Capacity (k):23.166 Tens Ratio:0.008 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.095 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.285 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.334 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.003 Shear Comp (in):0.068 HD Elong (in):0 Tot Deflection (in):0.071 Governing LC:7 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):0.197 Base Cap.(CD=1) (k): 1.922 Adjusted Cap. (k):3.075 Ratio:0.064 Governing LC:15 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 35 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:33 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.420-k (LC9)(C) HD Force = 0.197-k (LC15) Chord Force = 1.420-k (LC7)(C) HD Force = 0.197-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 36 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:33 AM Detail Report: WP6 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):12.583 Total Length (ft):8.5 Max H/W Ratio:1.48 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.376 6 (S) HDU2- SDS2.5_DF- SP 0.388 16 (S) 0.131 8 (S) 0.01 8 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 1.48 0.376 6 (S) HDU2- SDS2.5_D F-SP 0.388 16 (S) 0.131 8 (S) 0.018 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.144 (R1) 6 0.118 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 37 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:34 AM Detail Report: WP6 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):12.583 Total Length (ft):8.5 Region H/W:1.48 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 0.673 at 0 ft Min: 0.255 at 12.583 ft P k Max: -0.91 at 6.292 ft V k Max: 0 at 12.583 ft Min: -11.455 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.096 Provided Cap (k):5.27 Ratio:0.018 Governing LC:1 Stud Spacing (in):16 Studs in Region:7 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 38 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:35 AM CHORDS Max Comp Force (k): 1.457 Comp Capacity (k):11.111 Comp Ratio:0.131 Gov Comp LC:8 Max Tens Force (k):1.193 Tens Capacity (k):23.166 Tens Ratio:0.051 Gov Tens LC:16 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.107 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.285 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.376 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.007 Shear Comp (in):0.096 HD Elong (in):0.041 Tot Deflection (in):0.144 Governing LC:6 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):1.193 Base Cap.(CD=1) (k): 1.922 Adjusted Cap. (k):3.075 Ratio:0.388 Governing LC:16 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 39 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:35 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.457-k (LC8)(C) HD Force = 1.193-k (LC16) Chord Force = 1.457-k (LC6)(C) HD Force = 1.193-k (LC16) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 40 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:35 AM Detail Report: WP7 Wood Wall R1 R2 R3 R4 R5 R6 R7 R8 R9 R10 H1 H2 H3 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:FTAO Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON HD Eccentricity (in): 0 GEOMETRY Total Height (ft):12.333 Total Length (ft):36.667 Wall H/W Ratio:0.34 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Shear Panel Shear UC Shear LC Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC RS_15/32_10d@6 0.545 8 (S) HDU2- SDS2.5_D F-SP 0.237 14 (S) 0.124 6 (S) 0.017 1 STUDS Required Cap (k):0.092 Provided Cap (k):5.46 Ratio:0.017 Governing LC:1 Gov Region:7 Stud Spacing (in):16 Studs in Region:6 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 41 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:37 AM CHORDS Max Comp Force (k): 1.433 Comp Capacity (k):11.542 Comp Ratio:0.124 Gov Comp LC:6 Max Tens Force (k):0.729 Tens Capacity (k):23.166 Tens Ratio:0.031 Gov Tens LC:14 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Shear Ratio:0.545 Governing LC:8 (Seismic) Total Shear (k):3.927 Max Unit Shear (k/ ft): 0.155 Shear Cap. (k/ft):0.310 Adjusted Shear Cap. (k/ft): 0.285 Specific Gravity:0.5 Specific Gravity Adjustment Factor: 1.00 Hold-Down Factor:0.92 Shear Stiffness Adjustment Factor: 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 Aspect Ratio Factor: 1.00 Governing H/W Ratio Factor: 1.00 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Num Sides:One Over Gyp. Board:No DEFLECTIONS Elastic (in):0.002 HD (in):0.007 Shear (in):0.137 Total (in):0.146 HOLD-DOWNS Selected Hold- Down: HDU2-SDS2.5_DF-SP Required Cap. (k):0.729 Base Capacity (k):1.922 Adjusted Cap. (k):3.075 Ratio:0.237 Governing LC:14 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Reqd. Chord Thk. (in): 3.00 Raised:No AB Diameter (in): 0.500 Fastener Size:16d Num Fasteners:8 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 42 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:38 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. Chord Force = -0.729-k (LC14)(T) HD Force = 0.729-k (LC14) Chord Force = 1.433-k (LC6)(C) HD Force = 0.729-k (LC14) Detail Report: WP7 (Opening H1) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 2.5 Opening Width (ft): 3.5 h/w ratio:0.714 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.06 at 0 ft Min: -0.065 at 3.5 ft V k Max: 0.032 at 1.925 ft M k-ft Note: Axial forces are not considered in the design of the member. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 43 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:38 AM FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.2 8 S2 Upper, Left Horizontal -0.2 6 S3 Upper, Right Horizontal -0.1 8 S4 Bottom, Right Horizontal -0.2 6 S5 Bottom, Left Vertical 0.4 6 S6 Upper, Left Vertical 0.1 6 S7 Upper, Right Vertical 0.1 6 S8 Bottom, Right Vertical -0.3 6 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 0.087 1.941 2 0.114 0.882 3 0.071 1.529 4 0.118 1.238 5 0.110 0.658 6 0.155 0.380 7 0.106 0.835 8 0.113 1.571 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 44 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:38 AM Max Bending Check: 0.006 Location:1.925 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.014 (y) Location:3.5 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:3.227 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3.5 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP7 (Opening H2) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 2.5 Opening Width (ft): 3.5 h/w ratio:0.714 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.061 at 0 ft Min: -0.067 at 3.5 ft V k Max: 0.035 at 1.75 ft M k-ft Note: Axial forces are not considered in the design of the member. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 45 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:39 AM FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 8 S2 Upper, Left Horizontal -0.2 6 S3 Upper, Right Horizontal -0.2 8 S4 Bottom, Right Horizontal -0.2 6 S5 Bottom, Left Vertical 0.3 6 S6 Upper, Left Vertical -0.1 6 S7 Upper, Right Vertical -0.1 8 S8 Bottom, Right Vertical -0.3 6 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 0.106 0.835 2 0.155 0.380 3 0.110 0.658 4 0.116 1.238 5 0.109 0.658 6 0.151 0.380 7 0.108 0.835 8 0.114 1.571 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 46 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:39 AM Max Bending Check: 0.007 Location:1.75 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.014 (y) Location:3.5 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:3.227 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3.5 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP7 (Opening H3) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 2.5 Opening Width (ft): 3.5 h/w ratio:0.714 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.061 at 0 ft Min: -0.063 at 3.5 ft V k Max: 0.035 at 1.75 ft M k-ft Note: Axial forces are not considered in the design of the member. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 47 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:39 AM FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 8 S2 Upper, Left Horizontal -0.1 6 S3 Upper, Right Horizontal -0.2 8 S4 Bottom, Right Horizontal -0.2 6 S5 Bottom, Left Vertical 0.3 6 S6 Upper, Left Vertical 0.1 8 S7 Upper, Right Vertical 0.2 8 S8 Bottom, Right Vertical -0.4 6 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.108 0.835 2 -0.151 0.380 3 -0.109 0.658 4 -0.118 1.238 5 -0.104 0.426 6 -0.127 0.246 7 -0.109 0.541 8 -0.117 1.571 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 48 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:40 AM Max Bending Check: 0.007 Location:1.75 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.014 (y) Location:3.5 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:3.227 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3.5 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 49 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:40 AM Detail Report: WP9 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@4 GEOMETRY Total Height (ft):10 Total Length (ft):12 Max H/W Ratio:0.83 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@4 0.925 7 (S) HDU4- SDS2.5_DF- SP 0.936 15 (S) 0.282 9 (S) 0.01 9 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.83 0.925 7 (S) HDU4- SDS2.5_D F-SP 0.936 15 (S) 0.282 9 (S) 0.019 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.318 (R1) 7 0.26 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 50 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:41 AM Detail Report: WP9 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):12 Region H/W:0.83 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 1.476 at 0 ft Min: 1.008 at 10 ft P k Max: -4.696 at 5 ft V k Max: -8.402 at 10 ft Min: -55.354 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.148 Provided Cap (k):7.616 Ratio:0.019 Governing LC:1 Stud Spacing (in):16 Studs in Region:10 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 51 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:41 AM CHORDS Max Comp Force (k): 4.781 Comp Capacity (k):16.943 Comp Ratio:0.282 Gov Comp LC:9 Max Tens Force (k):4.273 Tens Capacity (k):23.166 Tens Ratio:0.184 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@4 Reqd. Shear Cap. (k/ft): 0.391 Shear Cap. (k/ft):0.460 Adj. Shear Cap. (k/ ft): 0.423 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.925 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):4 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.009 Shear Comp (in):0.23 HD Elong (in):0.078 Tot Deflection (in):0.318 Governing LC:7 HOLD-DOWNS Selected Hold- Down: HDU4-SDS2.5_DF-SP Required Cap. (k):4.273 Base Cap.(CD=1) (k): 2.853 Adjusted Cap. (k):4.565 Ratio:0.936 Governing LC:15 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 52 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:42 AM CROSS SECTION DETAILING RS_15/32_10d@4 N.T.S. 16.0-in Chord Force = 4.781-k (LC9)(C) HD Force = 4.273-k (LC15) Chord Force = 4.781-k (LC7)(C) HD Force = 4.273-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 53 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:42 AM Detail Report: WP11 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@4 GEOMETRY Total Height (ft):10 Total Length (ft):11.333 Max H/W Ratio:0.88 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@4 0.868 6 (S) HDU4- SDS2.5_DF- SP 0.742 14 (S) 0.265 8 (S) 0.04 5 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.88 0.868 6 (S) HDU4- SDS2.5_D F-SP 0.742 14 (S) 0.265 8 (S) 0.045 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.277 (R1) 6 0.244 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 54 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:43 AM Detail Report: WP11 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):11.333 Region H/W:0.88 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 3.081 at 0 ft Min: 2.645 at 10 ft P k Max: -4.165 at 5 ft V k Max: -4.762 at 10 ft Min: -46.407 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.342 Provided Cap (k):7.616 Ratio:0.045 Governing LC:1 Stud Spacing (in):16 Studs in Region:9 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 55 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:43 AM CHORDS Max Comp Force (k): 4.485 Comp Capacity (k):16.943 Comp Ratio:0.265 Gov Comp LC:8 Max Tens Force (k):3.386 Tens Capacity (k):23.166 Tens Ratio:0.146 Gov Tens LC:16 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@4 Reqd. Shear Cap. (k/ft): 0.367 Shear Cap. (k/ft):0.460 Adj. Shear Cap. (k/ ft): 0.423 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.868 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):4 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.009 Shear Comp (in):0.216 HD Elong (in):0.052 Tot Deflection (in):0.277 Governing LC:6 HOLD-DOWNS Selected Hold- Down: HDU4-SDS2.5_DF-SP Required Cap. (k):3.386 Base Cap.(CD=1) (k): 2.853 Adjusted Cap. (k):4.565 Ratio:0.742 Governing LC:14 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 56 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:43 AM CROSS SECTION DETAILING RS_15/32_10d@4 N.T.S. 16.0-in Chord Force = 4.485-k (LC8)(C) HD Force = 3.386-k (LC14) Chord Force = 4.485-k (LC6)(C) HD Force = 3.386-k (LC14) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 57 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:43 AM Detail Report: WP12 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@4 GEOMETRY Total Height (ft):10 Total Length (ft):9.5 Max H/W Ratio:1.05 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@4 0.868 6 (S) HDU4- SDS2.5_DF- SP 0.765 14 (S) 0.264 8 (S) 0.04 3 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 1.05 0.868 6 (S) HDU4- SDS2.5_D F-SP 0.765 14 (S) 0.264 8 (S) 0.043 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.296 (R1) 6 0.249 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 58 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:45 AM Detail Report: WP12 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):9.5 Region H/W:1.05 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 2.613 at 0 ft Min: 2.233 at 10 ft P k Max: -3.491 at 5 ft V k Max: -3.992 at 10 ft Min: -38.901 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.327 Provided Cap (k):7.616 Ratio:0.043 Governing LC:1 Stud Spacing (in):16 Studs in Region:8 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 59 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:45 AM CHORDS Max Comp Force (k): 4.467 Comp Capacity (k):16.943 Comp Ratio:0.264 Gov Comp LC:8 Max Tens Force (k):3.494 Tens Capacity (k):23.166 Tens Ratio:0.151 Gov Tens LC:16 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@4 Reqd. Shear Cap. (k/ft): 0.368 Shear Cap. (k/ft):0.460 Adj. Shear Cap. (k/ ft): 0.423 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.868 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):4 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.011 Shear Comp (in):0.216 HD Elong (in):0.068 Tot Deflection (in):0.296 Governing LC:6 HOLD-DOWNS Selected Hold- Down: HDU4-SDS2.5_DF-SP Required Cap. (k):3.494 Base Cap.(CD=1) (k): 2.853 Adjusted Cap. (k):4.565 Ratio:0.765 Governing LC:14 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 60 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:45 AM CROSS SECTION DETAILING RS_15/32_10d@4 N.T.S. 16.0-in Chord Force = 4.467-k (LC8)(C) HD Force = 3.494-k (LC14) Chord Force = 4.467-k (LC6)(C) HD Force = 3.494-k (LC14) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 61 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:45 AM Detail Report: WP13 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):5.5 Max H/W Ratio:1.82 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.739 7 (S) HDU4- SDS2.5_DF- SP 0.756 15 (S) 0.223 9 (S) 0.01 9 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 1.82 0.739 7 (S) HDU4- SDS2.5_D F-SP 0.756 15 (S) 0.223 9 (S) 0.019 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.307 (R1) 7 0.22 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 62 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:46 AM Detail Report: WP13 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):5.5 Region H/W:1.82 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 HD Eccentricity (in): 0 ENVELOPE DIAGRAMS Max: 0.734 at 0 ft Min: 0.491 at 10 ft P k Max: 1.159 at 5 ft V k Max: 19.904 at 0 ft Min: 8.317 at 10 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.147 Provided Cap (k):7.616 Ratio:0.019 Governing LC:1 Stud Spacing (in):16 Studs in Region:5 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 63 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:47 AM CHORDS Max Comp Force (k): 3.786 Comp Capacity (k):16.943 Comp Ratio:0.223 Gov Comp LC:9 Max Tens Force (k):3.45 Tens Capacity (k):23.166 Tens Ratio:0.149 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.211 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.285 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.739 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:0.92 DEFLECTIONS Flexure Comp (in):0.011 Shear Comp (in):0.15 HD Elong (in):0.145 Tot Deflection (in):0.307 Governing LC:7 HOLD-DOWNS Selected Hold- Down: HDU4-SDS2.5_DF-SP Required Cap. (k):3.45 Base Cap.(CD=1) (k): 2.853 Adjusted Cap. (k):4.565 Ratio:0.756 Governing LC:15 CD factor:1.6 Reqd. Chord Mat.:Douglas Fir Min. Chord Thk. (in): 3.00 Bolt Size (in):0 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 64 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:47 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 3.786-k (LC7)(C) HD Force = 3.450-k (LC15) Chord Force = 3.786-k (LC9)(C) HD Force = 3.450-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 65 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:47 AM Detail Report: WP14 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):12 Total Length (ft):16.5 Max H/W Ratio:0.73 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.224 7 (S) Not Req'd NC NC 0.129 9 (S) 0.11 2 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.73 0.224 7 (S) Not Req'd NC NC 0.129 9 (S) 0.112 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.061 (R1) 7 0.065 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 66 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:48 AM Detail Report: WP14 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):12 Total Length (ft):16.5 Region H/W:0.73 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 8.343 at 0 ft Min: 7.623 at 12 ft P k Max: -1.143 at 6 ft V k Max: -0.001 at 12 ft Min: -13.721 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.642 Provided Cap (k):5.718 Ratio:0.112 Governing LC:1 Stud Spacing (in):16 Studs in Region:13 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 67 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:48 AM CHORDS Max Comp Force (k): 1.563 Comp Capacity (k):12.153 Comp Ratio:0.129 Gov Comp LC:9 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.069 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.224 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.002 Shear Comp (in):0.059 HD Elong (in):0 Tot Deflection (in):0.061 Governing LC:7 HOLD-DOWNS Hold-Downs Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.563-k (LC9)(C) Chord Force = 1.563-k (LC7)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 68 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:49 AM Detail Report: WP15 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):12 Total Length (ft):13.5 Max H/W Ratio:0.89 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.224 7 (S) Not Req'd NC NC 0.128 9 (S) 0.11 1 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.89 0.224 7 (S) Not Req'd NC NC 0.128 9 (S) 0.111 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.062 (R1) 7 0.066 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 69 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:50 AM Detail Report: WP15 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):12 Total Length (ft):13.5 Region H/W:0.89 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 6.951 at 0 ft Min: 6.345 at 12 ft P k Max: -0.936 at 6 ft V k Max: 0 at 12 ft Min: -11.226 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.632 Provided Cap (k):5.718 Ratio:0.111 Governing LC:1 Stud Spacing (in):16 Studs in Region:11 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 70 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:50 AM CHORDS Max Comp Force (k): 1.552 Comp Capacity (k):12.153 Comp Ratio:0.128 Gov Comp LC:9 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.069 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.224 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.003 Shear Comp (in):0.059 HD Elong (in):0 Tot Deflection (in):0.062 Governing LC:7 HOLD-DOWNS Hold-Downs Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.552-k (LC9)(C) Chord Force = 1.552-k (LC7)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 71 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:50 AM Detail Report: WP16 Wood Wall R1 R2 R3 R4 R5 R6 R7 R8 R9 R10 R11 R12 R13 H4 H5 H6 H7 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:FTAO Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON HD Eccentricity (in): 0 GEOMETRY Total Height (ft):10 Total Length (ft):35.333 Wall H/W Ratio:0.28 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Shear Panel Shear UC Shear LC Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stud UC Stud LC RS_15/32_10d@6 0.295 7 (S) Not Req'd NC NC 0.052 7 (S) 0.044 1 STUDS Required Cap (k):0.333 Provided Cap (k):7.62 Ratio:0.044 Governing LC:1 Gov Region:10 Stud Spacing (in):16 Studs in Region:4 K:1.00 CHORDS Max Comp Force (k): 0.886 Comp Capacity (k):16.943 Comp Ratio:0.052 Gov Comp LC:7 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 72 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:52 AM SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Shear Ratio:0.295 Governing LC:7 (Seismic) Total Shear (k):2.102 Max Unit Shear (k/ ft): 0.092 Shear Cap. (k/ft):0.310 Adjusted Shear Cap. (k/ft): 0.310 Specific Gravity:0.5 Specific Gravity Adjustment Factor: 1.00 Hold-Down Factor:1.00 Shear Stiffness Adjustment Factor: 1.00 Wall Capacity Adjustment Factor (2w/h): 1.00 Aspect Ratio Factor: 1.00 Governing H/W Ratio Factor: 1.00 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Num Sides:One Over Gyp. Board:No DEFLECTIONS Elastic (in):0.0007386 HD (in):0 Shear (in):0.065 Total (in):0.066 HOLD-DOWNS Hold-Downs Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. Chord Force = 0.886-k (LC7)(C) Chord Force = 0.877-k (LC9)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 73 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:53 AM Detail Report: WP16 (Opening H4) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 4.5 Opening Width (ft): 3 h/w ratio:1.5 Note: No header design for load combinations containing seismic or wind categories. GOVERNING LC DIAGRAMS (Header) Max: 0.157 at 0 ft Min: -0.166 at 3 ft V k Max: 0.08 at 1.05 ft Min: 0 at 0 ft M k-ft Note: Axial forces are not considered in the design of the member. FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 7 S2 Upper, Left Horizontal 0.1 7 S3 Upper, Right Horizontal 0.1 9 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 74 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:53 AM S4 Bottom, Right Horizontal -0.1 9 S5 Bottom, Left Vertical -0.3 7 S6 Upper, Left Vertical 0.1 9 S7 Upper, Right Vertical -0.0 9 S8 Bottom, Right Vertical -0.0 9 ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.065 0.808 2 -0.090 1.038 3 -0.070 0.462 4 -0.077 0.667 5 -0.048 0.444 6 -0.089 1.000 7 -0.063 0.778 8 -0.072 1.167 Max Bending Check: 0.015 Location:1.05 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.036 (y) Location:3 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:2.988 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP16 (Opening H5) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 4.5 Opening Width (ft): 3 h/w ratio:1.5 Note: No header design for load combinations containing seismic or wind categories. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 75 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:54 AM GOVERNING LC DIAGRAMS (Header) Max: 0.164 at 0 ft Min: -0.164 at 3 ft V k Max: 0.079 at 1.05 ft Min: 0 at 0 ft M k-ft Note: Axial forces are not considered in the design of the member. FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 7 S2 Upper, Left Horizontal 0.1 7 S3 Upper, Right Horizontal 0.1 9 S4 Bottom, Right Horizontal -0.1 9 S5 Bottom, Left Vertical 0.0 9 S6 Upper, Left Vertical 0.0 9 S7 Upper, Right Vertical -0.0 9 S8 Bottom, Right Vertical -0.4 9 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 76 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:54 AM ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.063 0.778 2 -0.089 1.000 3 -0.048 0.444 4 -0.077 0.667 5 -0.056 0.286 6 -0.092 0.643 7 -0.061 0.500 8 -0.069 1.167 Max Bending Check: 0.015 Location:1.05 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.035 (y) Location:3 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:2.988 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP16 (Opening H6) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 4.5 Opening Width (ft): 3 h/w ratio:1.5 Note: No header design for load combinations containing seismic or wind categories. RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 77 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:55 AM GOVERNING LC DIAGRAMS (Header) Max: 0.177 at 0 ft Min: -0.168 at 3 ft V k Max: 0.082 at 1.05 ft Min: 0 at 3 ft M k-ft Note: Axial forces are not considered in the design of the member. FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 7 S2 Upper, Left Horizontal 0.1 7 S3 Upper, Right Horizontal 0.1 9 S4 Bottom, Right Horizontal -0.1 9 S5 Bottom, Left Vertical 0.4 9 S6 Upper, Left Vertical 0.0 9 S7 Upper, Right Vertical -0.0 9 S8 Bottom, Right Vertical -0.0 9 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 78 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:55 AM ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.061 0.500 2 -0.092 0.643 3 -0.056 0.286 4 -0.075 0.667 5 -0.051 0.444 6 -0.089 1.000 7 -0.057 0.778 8 -0.066 1.167 Max Bending Check: 0.016 Location:1.05 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.038 (y) Location:0 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:2.988 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 Detail Report: WP16 (Opening H7) CRITERIA Code:AWC NDS-18 / AWC SPDWS-21 ASD Wall Type:FTAO MATERIALS Header DF 6x8 Sill DF 2X6 GEOMETRY Opening Height (ft): 4.5 Opening Width (ft): 3 h/w ratio:1.5 Note: No header design for load combinations containing seismic or wind categories. RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 79 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:55 AM GOVERNING LC DIAGRAMS (Header) Max: 0.122 at 2.1 ft Min: -0.163 at 1.65 ft V k Max: 0.02 at 0.6 ft Min: -0.067 at 1.65 ft M k-ft Note: Axial forces are not considered in the design of the member. FTAO 1 2 3 4 5 6 78 S1 S2 S3 S4 S5 S6 S7 S8 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.1 7 S2 Upper, Left Horizontal 0.1 7 S3 Upper, Right Horizontal -0.1 7 S4 Bottom, Right Horizontal -0.1 9 S5 Bottom, Left Vertical 0.0 9 S6 Upper, Left Vertical 0.0 9 S7 Upper, Right Vertical 0.1 7 S8 Bottom, Right Vertical 0.4 7 RISA-3D Version 22 [ Shear Wall Design.r3d ]Page 80 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:56 AM ANALYSIS SUMMARY Block # Unit Shear (k/ft) h/w Ratio 1 -0.057 0.778 2 -0.089 1.000 3 -0.051 0.444 4 -0.085 0.667 5 -0.036 0.667 6 -0.058 1.500 7 -0.051 1.167 8 -0.064 1.167 Max Bending Check: 0.013 Location:1.65 ft Fb:1.2 k Equation:4.3.1 Max Shear Check:0.035 (y) Location:1.65 ft Fv:0.17 k Gov LC:1 (shear) HEADER RB:2.988 CD:1.000 CL:1.000 Cr:1.000 Ci:1.000 Le-Bending:3 ft Design Stresses (ksi) Cm Ct CF Fb1' 1.2 1 1 1 Fv1' 0.17 1 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 81 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:56 AM Detail Report: WP17 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):13.5 Max H/W Ratio:0.74 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Hold Down Hold Down UC Hold Down LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.307 7 (S) Not Req'd NC NC 0.084 9 (S) 0.05 4 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Hold- Down Hold- Down UC Hold- Down LC Chord UC Chord LC Stud UC Stud LC R1 0.74 0.307 7 (S) Not Req'd NC NC 0.084 9 (S) 0.054 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.07 (R1) 7 0.074 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 82 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:57 AM Detail Report: WP17 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize HD:Yes HD Manufacturer:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):13.5 Region H/W:0.74 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 4.499 at 0 ft Min: 3.983 at 10 ft P k Max: -1.285 at 5 ft V k Max: -0.001 at 10 ft Min: -12.851 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.409 Provided Cap (k):7.616 Ratio:0.054 Governing LC:1 Stud Spacing (in):16 Studs in Region:11 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 83 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:58 AM CHORDS Max Comp Force (k): 1.418 Comp Capacity (k):16.943 Comp Ratio:0.084 Gov Comp LC:9 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.095 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.307 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.002 Shear Comp (in):0.068 HD Elong (in):0 Tot Deflection (in):0.07 Governing LC:7 HOLD-DOWNS Hold-Downs Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.418-k (LC9)(C) Chord Force = 1.418-k (LC7)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 84 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:58 AM Detail Report: WP18 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):9.5 Max H/W Ratio:1.05 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.135 6 (S) Not Req'd NC NC 0.044 8 (S) 0.03 7 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stud UC Stud LC R1 1.05 0.135 6 (S) Not Req'd Not Req'd Not Req'd 0.044 8 (S) 0.037 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.031 (R1) 6 0.078 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 85 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:59 AM Detail Report: WP18 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize Strap:Yes Strap Manuf:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):9.5 Region H/W:1.05 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 2.233 at 0 ft Min: 1.853 at 10 ft P k Max: -0.399 at 5 ft V k Max: 0 at 10 ft Min: -3.99 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.279 Provided Cap (k):7.616 Ratio:0.037 Governing LC:1 Stud Spacing (in):16 Studs in Region:8 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 86 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:59 AM CHORDS Max Comp Force (k): 0.738 Comp Capacity (k):16.943 Comp Ratio:0.044 Gov Comp LC:8 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.042 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.135 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.001 Shear Comp (in):0.03 HD Elong (in):0 Tot Deflection (in):0.031 Governing LC:6 CHORD STRAPS Straps Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 0.738-k (LC8)(C) Chord Force = 0.738-k (LC6)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 87 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:55:59 AM Detail Report: WP19 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):11.333 Max H/W Ratio:0.88 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.135 6 (S) Not Req'd NC NC 0.045 8 (S) 0.03 9 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stud UC Stud LC R1 0.88 0.135 6 (S) Not Req'd Not Req'd Not Req'd 0.045 8 (S) 0.039 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.031 (R1) 6 0.068 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 88 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:00 AM Detail Report: WP19 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize Strap:Yes Strap Manuf:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):11.333 Region H/W:0.88 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 2.645 at 0 ft Min: 2.21 at 10 ft P k Max: -0.476 at 5 ft V k Max: 0 at 10 ft Min: -4.76 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.294 Provided Cap (k):7.616 Ratio:0.039 Governing LC:1 Stud Spacing (in):16 Studs in Region:9 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 89 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:01 AM CHORDS Max Comp Force (k): 0.755 Comp Capacity (k):16.943 Comp Ratio:0.045 Gov Comp LC:8 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.042 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.135 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.001 Shear Comp (in):0.03 HD Elong (in):0 Tot Deflection (in):0.031 Governing LC:6 CHORD STRAPS Straps Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 0.755-k (LC8)(C) Chord Force = 0.755-k (LC6)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 90 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:01 AM Detail Report: WP20 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):5.5 Max H/W Ratio:1.82 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.488 7 (S) MST37_24_S PF/HF_Nail 0.933 15 (S) 0.096 9 (S) 0.01 3 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stud UC Stud LC R1 1.82 0.488 7 (S) MST37_2 4_SPF/ HF_Nail 0.933 15 (S) 0.096 9 (S) 0.013 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.116 (R1) 7 0.255 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 91 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:02 AM Detail Report: WP20 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize Strap:Yes Strap Manuf:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):5.5 Region H/W:1.82 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 0.491 at 0 ft Min: 0.248 at 10 ft P k Max: 0.832 at 5 ft V k Max: 8.316 at 0 ft Min: 0 at 10 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.098 Provided Cap (k):7.616 Ratio:0.013 Governing LC:1 Stud Spacing (in):16 Studs in Region:5 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 92 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:02 AM CHORDS Max Comp Force (k): 1.624 Comp Capacity (k):16.943 Comp Ratio:0.096 Gov Comp LC:9 Max Tens Force (k):1.399 Tens Capacity (k):23.166 Tens Ratio:0.06 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.151 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.488 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.008 Shear Comp (in):0.108 HD Elong (in):0 Tot Deflection (in):0.116 Governing LC:7 CHORD STRAPS Selected Chord Strap: MST37_24_SPF/ HF_Nail Required Cap (k):1.399 Base Cap(CD=1) (k): N/A Adjusted Cap (k):1.5 Ratio:0.933 Governing LC:15 CD factor:1.6 Reqd Chord Mat Clear Span (in):n/a End Length (in):n/a Fasteners:(917504) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 93 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:02 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 1.624-k (LC7)(C) Strap Force = 1.399-k (LC15) Chord Force = 1.624-k (LC9)(C) Strap Force = 1.399-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 94 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:02 AM Detail Report: WP22 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):12 Max H/W Ratio:0.83 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.226 7 (S) MSTC28_18_ SPF/HF_Nail 0.471 15 (S) 0.048 9 (S) 0.01 3 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stud UC Stud LC R1 0.83 0.226 7 (S) MSTC28_ 18_SPF/ HF_Nail 0.471 15 (S) 0.048 9 (S) 0.013 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.052 (R1) 7 0.093 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 95 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:03 AM Detail Report: WP22 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize Strap:Yes Strap Manuf:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):12 Region H/W:0.83 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 1.008 at 0 ft Min: 0.54 at 10 ft P k Max: -0.84 at 5 ft V k Max: 0 at 10 ft Min: -8.4 at 0 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.101 Provided Cap (k):7.616 Ratio:0.013 Governing LC:1 Stud Spacing (in):16 Studs in Region:10 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 96 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:04 AM CHORDS Max Comp Force (k): 0.815 Comp Capacity (k):16.943 Comp Ratio:0.048 Gov Comp LC:9 Max Tens Force (k):0.468 Tens Capacity (k):23.166 Tens Ratio:0.02 Gov Tens LC:17 SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.07 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:7 (Seismic) Num. Sides:One Ratio:0.226 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.002 Shear Comp (in):0.05 HD Elong (in):0 Tot Deflection (in):0.052 Governing LC:7 CHORD STRAPS Selected Chord Strap: MSTC28_18_SPF/ HF_Nail Required Cap (k):0.468 Base Cap(CD=1) (k): N/A Adjusted Cap (k):0.995 Ratio:0.471 Governing LC:15 CD factor:1.6 Reqd Chord Mat Clear Span (in):n/a End Length (in):n/a Fasteners:(786432) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 97 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:04 AM CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 0.815-k (LC9)(C) Strap Force = 0.468-k (LC15) Chord Force = 0.815-k (LC7)(C) Strap Force = 0.468-k (LC15) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 98 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:04 AM Detail Report: WP23 Wood Wall R1 2-2X6 2X6 GENERAL Code:AWC NDS-18 / SDPWS-21:ASD Design Method:Segmented Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Sel. Shear Panel:RS_15/32_10d@6 GEOMETRY Total Height (ft):10 Total Length (ft):13 Max H/W Ratio:0.77 MATERIALS Top Pl.DF 2-2X6 Sill DF 2X6 Wall Stud DF 2X6 Chord DF 2-2X6 ENVELOPED RESULTS Controlling Shear Region Shear Panel Shear UC Shear LC Controlling Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stu d UC Stu d LC R1 RS_15/32_10d@6 0.217 6 (S) Not Req'd NC NC 0.058 8 (S) 0.03 6 1 REGION INFORMATION Region Label H/W Ratio Shear UC Shear LC Chord Strap Chord Strap UC Chord Strap LC Chord UC Chord LC Stud UC Stud LC R1 0.77 0.217 6 (S) Not Req'd Not Req'd Not Req'd 0.058 8 (S) 0.036 1 DEFLECTION RESULTS Maximum Region Deflection (in) Deflection LC Finite Element Deflection (in) Shear Stiffness Adjustment Factor 0.049 (R1) 6 0.072 1 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 99 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:05 AM Detail Report: WP23 (Region R1) CRITERIA Code:AWC NDS-18 / SDPWS-21:ASD Wall Material:DF Panel Schedule:AWC 2015 PLY 0.469 (10d) Optimize Strap:Yes Strap Manuf:SIMPSON MATERIALS Wall Studs:DF Stud Size:2X6 Chord Material:DF Chord Size:2-2X6 Top Pl. & Sill:DF Top Pl. Size:2-2X6 Sill Pl. Size:2X6 Specific Gravity:0.5 GEOMETRY Total Height (ft):10 Total Length (ft):13 Region H/W:0.77 Cap. Adj. (2w/h):1.00 Aspect Ratio:1.00 Gov. H/W Factor:1.00 ENVELOPE DIAGRAMS Max: 3.042 at 0 ft Min: 2.535 at 10 ft P k Max: 0.874 at 5 ft V k Max: 8.736 at 0 ft Min: 0 at 10 ft M k-ft DESIGN SUMMARY STUDS Required Cap (k):0.277 Provided Cap (k):7.616 Ratio:0.036 Governing LC:1 Stud Spacing (in):16 Studs in Region:11 K:1.00 RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 100 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:05 AM CHORDS Max Comp Force (k): 0.987 Comp Capacity (k):16.943 Comp Ratio:0.058 Gov Comp LC:8 Max Tens Force (k):0 Tens Capacity (k):23.166 Tens Ratio:0 Gov Tens LC:N/A SHEAR PANEL Selected Shear Panel: RS_15/32_10d@6 Reqd. Shear Cap. (k/ft): 0.067 Shear Cap. (k/ft):0.310 Adj. Shear Cap. (k/ ft): 0.310 Governing LC:6 (Seismic) Num. Sides:One Ratio:0.217 Panel Grade:RS Panel Thick (in):0.469 Reqd Pen (in):1.500 Nail Size:10d Reqd. Spacing (in):6 Over Gyp. Board:No Gov. H/W Factor:1.00 SGAF:1 Hold-Down Factor:1 DEFLECTIONS Flexure Comp (in):0.001 Shear Comp (in):0.048 HD Elong (in):0 Tot Deflection (in):0.049 Governing LC:6 CHORD STRAPS Straps Not Required. CROSS SECTION DETAILING RS_15/32_10d@6 N.T.S. 16.0-in Chord Force = 0.987-k (LC6)(C) Chord Force = 0.987-k (LC8)(C) RISA-3D Version 22 [ Shear Wall Design.r3d ] Page 101 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Shear Wall D… Checked By : __________ 7/11/2025 11:56:05 AM General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F3.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 1.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Bottom Reinforcing # Bars parallel to X-X Axis (resisting Z Flexure) Reinforcing Bar Size = 5 Number of Bars = 3 Bars parallel to Z-Z Axis (resisting X Flexure) Reinforcing Bar Size =5 Number of Bars =3 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F3.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Applied Loads 3.360 2.120 2.640 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.5778 Soil Bearing 0.8667 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.08507 Z Flexure (+X) Bot Tens 1.032 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.08507 Z Flexure (-X) Bot Tens 1.032 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.08507 X Flexure (+Z) Bot Tens 1.032 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.08507 X Flexure (-Z) Bot Tens 1.032 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.1364 1-way Shear (+X)6.370 psi 46.704 psi +1.20D+1.60S PASS 0.1364 1-way Shear (-X)6.370 psi 46.704 psi +1.20D+1.60S PASS 0.1364 1-way Shear (+Z)6.370 psi 46.704 psi +1.20D+1.60S PASS 0.1364 1-way Shear (-Z)6.370 psi 46.704 psi +1.20D+1.60S PASS 0.1454 2-way Punching 23.889 psi 164.317 psi +1.20D+1.60S Z Flexure (+X) Top Tens k-ft/ft k-ft/ft Z Flexure (-X) Top Tens k-ft/ft k-ft/ft X Flexure (+Z) Top Tens k-ft/ft k-ft/ft X Flexure (-Z) Top Tens k-ft/ft k-ft/ft PASS PASS PASS PASS Min Steel Z Flexure Bottom in2/ft0.2590.836 0.310 in2/ft n/a Min Steel X Flexure Bottom0.836 0.259 in2/ft 0.310 in2/ft n/a Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.5733 0.5733 n/a 0.3820.0n/a X-X, +D+Lr 1.50 n/a0.8089 0.8089 n/a 0.5390.0n/a X-X, +D+S 1.50 n/a0.8667 0.8667 n/a 0.5780.0n/a X-X, +D+0.750Lr 1.50 n/a0.750 0.750 n/a 0.5000.0n/a X-X, +D+0.750S 1.50 n/a0.7933 0.7933 n/a 0.5290.0n/a X-X, +0.60D 1.50 n/a0.3440 0.3440 n/a 0.2290.0n/a Z-Z, D Only 1.50 0.5733n/a n/a 0.5733 0.382n/a0.0 Z-Z, +D+Lr 1.50 0.8089n/a n/a 0.8089 0.539n/a0.0 Z-Z, +D+S 1.50 0.8667n/a n/a 0.8667 0.578n/a0.0 Z-Z, +D+0.750Lr 1.50 0.750n/a n/a 0.750 0.500n/a0.0 Z-Z, +D+0.750S 1.50 0.7933n/a n/a 0.7933 0.529n/a0.0 Z-Z, +0.60D 1.50 0.3440n/a n/a 0.3440 0.229n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F3.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.5880 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.40D 0.5880 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50Lr 0.6365 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50Lr 0.6365 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50S 0.6690 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50S 0.6690 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60Lr 0.9280 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60Lr 0.9280 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60S 1.032 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60S 1.032 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.70S 0.7350 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.70S 0.7350 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +0.90D 0.3780 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +0.90D 0.3780 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.40D 0.5880 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.40D 0.5880 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50Lr 0.6365 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50Lr 0.6365 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50S 0.6690 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50S 0.6690 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60Lr 0.9280 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60Lr 0.9280 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60S 1.032 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60S 1.032 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.70S 0.7350 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.70S 0.7350 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +0.90D 0.3780 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +0.90D 0.3780 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.63 3.63 3.63 46.70 0.08psipsipsipsi OK +1.20D+0.50Lr 3.93 3.93 3.93 46.70 0.08psipsipsipsi OK +1.20D+0.50S 4.13 4.13 4.13 46.70 0.09psipsipsipsi OK +1.20D+1.60Lr 5.73 5.73 5.73 46.70 0.12psipsipsipsi OK +1.20D+1.60S 6.37 6.37 6.37 46.70 0.14psipsipsipsi OK +1.20D+0.70S 4.54 4.54 4.54 46.70 0.10psipsipsipsi OK +0.90D 2.33 2.33 2.33 46.70 0.05psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 3.63 3.63 3.63 46.70 0.08psipsipsipsi OK +1.20D+0.50Lr 3.93 3.93 3.93 46.70 0.08psipsipsipsi OK +1.20D+0.50S 4.13 4.13 4.13 46.70 0.09psipsipsipsi OK +1.20D+1.60Lr 5.73 5.73 5.73 46.70 0.12psipsipsipsi OK +1.20D+1.60S 6.37 6.37 6.37 46.70 0.14psipsipsipsi OK +1.20D+0.70S 4.54 4.54 4.54 46.70 0.10psipsipsipsi OK +0.90D 2.33 2.33 2.33 46.70 0.05psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 13.61 164.32 0.08 OKpsipsi +1.20D+0.50Lr 14.73 164.32 0.09 OKpsipsi +1.20D+0.50S 15.49 164.32 0.09 OKpsipsi +1.20D+1.60Lr 21.48 164.32 0.13 OKpsipsi +1.20D+1.60S 23.89 164.32 0.15 OKpsipsi +1.20D+0.70S 17.01 164.32 0.10 OKpsipsi General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F3.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +0.90D 8.75 164.32 0.05 OKpsipsi General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F4.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Code References Calculations per ACI 318-19, IBC 2021 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 1.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 1.50 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 4.0 ft Length parallel to Z-Z Axis = 4.0 ft =Pedestal dimensions... px : parallel to X-X Axis in pz : parallel to Z-Z Axis in Height = = in Footing Thickness = 12.0 in= Rebar Centerline to Edge of Concrete... =inat Bottom of footing 3.0 Bottom Reinforcing # Bars parallel to X-X Axis (resisting Z Flexure) Reinforcing Bar Size = 5 Number of Bars = 4.0 Bars parallel to Z-Z Axis (resisting X Flexure) Reinforcing Bar Size =5 Number of Bars =4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F4.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Applied Loads 4.10 5.040 6.30 D Lr ksf L S P : Column Load OB : Overburden = k W E M-zz V-x = =k V-z k M-xx = k-ft= k-ft H = PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.5667 Soil Bearing 0.850 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1546 Z Flexure (+X) Bot Tens 1.875 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.1546 Z Flexure (-X) Bot Tens 1.875 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.1546 X Flexure (+Z) Bot Tens 1.875 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.1546 X Flexure (-Z) Bot Tens 1.875 k-ft/ft 12.131 k-ft/ft +1.20D+1.60S PASS 0.2305 1-way Shear (+X)10.764 psi 46.704 psi +1.20D+1.60S PASS 0.2305 1-way Shear (-X)10.764 psi 46.704 psi +1.20D+1.60S PASS 0.2305 1-way Shear (+Z)10.764 psi 46.704 psi +1.20D+1.60S PASS 0.2305 1-way Shear (-Z)10.764 psi 46.704 psi +1.20D+1.60S PASS 0.2726 2-way Punching 44.796 psi 164.317 psi +1.20D+1.60S Z Flexure (+X) Top Tens k-ft/ft k-ft/ft Z Flexure (-X) Top Tens k-ft/ft k-ft/ft X Flexure (+Z) Top Tens k-ft/ft k-ft/ft X Flexure (-Z) Top Tens k-ft/ft k-ft/ft PASS PASS PASS PASS Min Steel Z Flexure Bottom in2/ft0.2590.836 0.310 in2/ft n/a Min Steel X Flexure Bottom0.836 0.259 in2/ft 0.310 in2/ft n/a Min Steel Z Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Min Steel X Flexure Top0.000 0.000 in2/ft 0.000 in2/ft n/a Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 1.50 n/a0.4563 0.4563 n/a 0.3040.0n/a X-X, +D+Lr 1.50 n/a0.7713 0.7713 n/a 0.5140.0n/a X-X, +D+S 1.50 n/a0.850 0.850 n/a 0.5670.0n/a X-X, +D+0.750Lr 1.50 n/a0.6925 0.6925 n/a 0.4620.0n/a X-X, +D+0.750S 1.50 n/a0.7516 0.7516 n/a 0.5010.0n/a X-X, +0.60D 1.50 n/a0.2738 0.2738 n/a 0.1830.0n/a Z-Z, D Only 1.50 0.4563n/a n/a 0.4563 0.304n/a0.0 Z-Z, +D+Lr 1.50 0.7713n/a n/a 0.7713 0.514n/a0.0 Z-Z, +D+S 1.50 0.850n/a n/a 0.850 0.567n/a0.0 Z-Z, +D+0.750Lr 1.50 0.6925n/a n/a 0.6925 0.462n/a0.0 Z-Z, +D+0.750S 1.50 0.7516n/a n/a 0.7516 0.501n/a0.0 Z-Z, +0.60D 1.50 0.2738n/a n/a 0.2738 0.183n/a0.0 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio Footing Has NO Overturning General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F4.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio Footing Has NO Sliding Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Tension on Bottom Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.7175 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.40D 0.7175 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50Lr 0.930 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50Lr 0.930 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50S 1.009 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.50S 1.009 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60Lr 1.623 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60Lr 1.623 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60S 1.875 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+1.60S 1.875 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.70S 1.166 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +1.20D+0.70S 1.166 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +0.90D 0.4613 +Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK X-X, +0.90D 0.4613 -Z Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.40D 0.7175 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.40D 0.7175 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50Lr 0.930 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50Lr 0.930 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50S 1.009 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.50S 1.009 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60Lr 1.623 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60Lr 1.623 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60S 1.875 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+1.60S 1.875 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.70S 1.166 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +1.20D+0.70S 1.166 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +0.90D 0.4613 -X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK Z-Z, +0.90D 0.4613 +X Bottom 0.2592 ACI 7.6.1.1 0.310 12.131 OK One Way Shear X Vu @ +XLoad Combination...Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 4.12 4.12 4.12 46.70 0.09psipsipsipsi OK +1.20D+0.50Lr 5.34 5.34 5.34 46.70 0.11psipsipsipsi OK +1.20D+0.50S 5.79 5.79 5.79 46.70 0.12psipsipsipsi OK +1.20D+1.60Lr 9.32 9.32 9.32 46.70 0.20psipsipsipsi OK +1.20D+1.60S 10.76 10.76 10.76 46.70 0.23psipsipsipsi OK +1.20D+0.70S 6.70 6.70 6.70 46.70 0.14psipsipsipsi OK +0.90D 2.65 2.65 2.65 46.70 0.06psipsipsipsi OK One Way Shear Z Load Combination...Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 4.12 4.12 4.12 46.70 0.09psipsipsipsi OK +1.20D+0.50Lr 5.34 5.34 5.34 46.70 0.11psipsipsipsi OK +1.20D+0.50S 5.79 5.79 5.79 46.70 0.12psipsipsipsi OK +1.20D+1.60Lr 9.32 9.32 9.32 46.70 0.20psipsipsipsi OK +1.20D+1.60S 10.76 10.76 10.76 46.70 0.23psipsipsipsi OK +1.20D+0.70S 6.70 6.70 6.70 46.70 0.14psipsipsipsi OK +0.90D 2.65 2.65 2.65 46.70 0.06psipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 17.14 164.32 0.10 OKpsipsi +1.20D+0.50Lr 22.22 164.32 0.14 OKpsipsi +1.20D+0.50S 24.10 164.32 0.15 OKpsipsi +1.20D+1.60Lr 38.78 164.32 0.24 OKpsipsi +1.20D+1.60S 44.80 164.32 0.27 OKpsipsi +1.20D+0.70S 27.86 164.32 0.17 OKpsipsi General Footing LIC# : KW-06014847, Build:20.25.06.05 AHBL, INC (c) ENERCALC, LLC 1982-2025 DESCRIPTION:F4.0 FOOTING AHBL Engineers 2215 N 30th St Suite 300 Tacoma, WA 98403 Project File: 2250031 Nisqually Veterinary Clinic.ec6 Project Title:Nisqually Veterinary Clinic Engineer:DAR Project ID:2250031.20 Project Descr: Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +0.90D 11.02 164.32 0.07 OKpsipsi Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 1 Model Settings Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size (in2)144 Consider Shear Deformation Yes Consider Torsional Warping Yes Approximate Mesh Size (in)24 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Single No Multiple (Optimum)Yes Maximum No Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Global Plane for z-axis XZ Plate Local Axis Orientation Global Hot Rolled Steel AISC 15th (360-16): ASD Stiffness Adjustment Yes (Iterative) Notional Annex None Connections AISC 15th (360-16): ASD Cold Formed Steel AISI S100-20: ASD Stiffness Adjustment Yes (Iterative) Wood AWC NDS-18 / SDPWS-21 ASD Temperature < 100F Concrete ACI 318-19 (22) Masonry TMS 402-16: ASD Aluminum AA ADM1-20: ASD Structure Type Building Stiffness Adjustment Yes (Iterative) Stainless AISC 14th (360-10): ASD Stiffness Adjustment Yes (Iterative) Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices (2*d bar spacing)No List forces which were ignored for design in the Detail Report Yes Column Min Steel 1 Column Max Steel 8 Rebar Material Spec ASTM A615 Warn if beam-column framing arrangement is not understood No Number of Shear Regions 4 Region 2 & 3 Spacing Increase Increment (in)4 Code ASCE 7-16 Risk Category I or II Drift Cat Other Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 2 Model Settings (Continued) Base Elevation (ft) Include the weight of the structure in base shear calcs Yes S1 (g)1 SD1 (g)1 SDS (g)1 TL (sec)5 T Z (sec) T X (sec) CtZ 0.02 CtX 0.02 CtExp. Z 0.75 CtExp. X 0.75 R Z 3 R X 3 Ω0Z 1 Ω0X 1 CdZ 4 CdX 4 ρ Z 1 ρ X 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 4 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 5 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 6 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 7 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 8 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 9 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 10 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 11 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 12 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 13 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 14 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 15 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 16 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 17 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 18 Node Coordinates Label X [ft] Y [ft] Z [ft] Detach From Diaphragm 1 N1 0 0 0 2 N2 16 0 0 3 N3 0 20.5 0 4 N4 16 22.75 0 5 N5 0 11 0 6 N6 16 11 0 7 N7 0 0 17 8 N8 0 20.5 17 9 N9 0 11 16 10 N10 0 14.5 0 11 N11 16 14.5 0 12 N12 0 14.5 17 13 N13 16 11 -5.25 14 N14 0 11 -5.25 15 N15 -5.25 11 0 16 N16 -5.25 11 16 17 N17 19.3333 11 0 18 N18 19.3333 11 -5.25 19 N19 0 11 -1 20 N20 16 11 -1 21 N21 19.3333 11 -1 22 N22 -1 11 0 23 N23 -1 11 16 24 N24 -1 11 -1 25 N25 -5.25 11 -5.25 26 N27 0 11 17 27 N28 -1 11 17 28 N29 -5.25 11 17 Node Boundary Conditions Node Label X [k/in] Y [k/in] Z [k/in] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N8 Reaction Reaction 4 N4 Reaction Reaction 5 N3 Reaction Reaction 6 N7 Reaction Reaction Reaction Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm. Coeff. [1e⁵°F⁻¹] Density [k/ft³] Yield [ksi] Ry Fu [ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4 A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B RECT 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A500 Gr.C RND 29000 11154 0.3 0.65 0.527 46 1.4 62 1.3 7 A500 Gr.C RECT 29000 11154 0.3 0.65 0.527 50 1.4 62 1.3 8 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 9 A1085 29000 11154 0.3 0.65 0.49 50 1.4 65 1.3 10 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 19 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design RuleArea [in²] Iyy [in⁴] Izz [in⁴] J [in⁴] 1 HSS COL HSS5X5X6 Column Tube A992 Typical 6.18 21.7 21.7 36.1 2 HSS GIRT HSS6X4X5 Beam Tube A992 Typical 5.26 13.2 24.8 28.4 3 HSS - CANOPY HSS5X4X5 Beam Tube A992 Typical 4.68 11.1 15.8 21.7 4 BACK CHANNEL MC4X13.8 Beam Channel A992 Typical 4.03 2.13 8.85 0.373 5 FRONT CHANNEL C12X30 Beam Channel A992 Typical 8.81 5.12 162 0.861 Member Primary Data Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 1 M1 N1 N3 HSS COL Column Tube A992 Typical 2 M2 N2 N4 HSS COL Column Tube A992 Typical 3 M3 N7 N8 HSS COL Column Tube A992 Typical 4 M4 N27 N5 HSS GIRT Beam Tube A992 Typical 5 M5 N5 N6 HSS GIRT Beam Tube A992 Typical 6 M6 N12 N10 RIGID None None RIGID Typical 7 M7 N10 N11 RIGID None None RIGID Typical 8 M8 N7 N1 RIGID None None RIGID Typical 9 M9 N1 N2 RIGID None None RIGID Typical 10 M10 N6 N13 HSS - CANOPY Beam Tube A992 Typical 11 M11 N5 N14 HSS - CANOPY Beam Tube A992 Typical 12 M12 N5 N15 HSS - CANOPY Beam Tube A992 Typical 13 M13 N9 N16 HSS - CANOPY Beam Tube A992 Typical 14 M19 N18 N25 FRONT CHANNEL Beam Channel A992 Typical 15 M21 N18 N17 180 FRONT CHANNEL Beam Channel A992 Typical 16 M22 N24 N25 BACK CHANNEL Beam Channel A992 Typical 17 M23 N21 N24 BACK CHANNEL Beam Channel A992 Typical 18 M24 N24 N28 BACK CHANNEL Beam Channel A992 Typical 19 M20 N25 N29 FRONT CHANNEL Beam Channel A992 Typical 20 M25 N29 N28 FRONT CHANNEL Beam Channel A992 Typical Member Advanced Data Label I Release J Release Col-Wall Vert Release Physical Deflection Ratio Options Seismic DR 1 M1 Yes ** NA **None 2 M2 Yes ** NA **None 3 M3 Yes ** NA **None 4 M4 BenPIN AllPIN Yes Default None 5 M5 BenPIN AllPIN Yes Default None 6 M6 BenPIN AllPIN Yes ** NA **None 7 M7 BenPIN AllPIN Yes ** NA **None 8 M8 BenPIN AllPIN Yes ** NA **None 9 M9 BenPIN AllPIN Yes ** NA **None 10 M10 BenPIN Yes Default None 11 M11 BenPIN Yes Default None 12 M12 BenPIN Yes Default None 13 M13 BenPIN Yes Default None 14 M19 Yes Default None 15 M21 Yes Default None 16 M22 BenPIN Yes Default None 17 M23 BenPIN BenPIN Yes Default None 18 M24 BenPIN Yes Default None 19 M20 Yes Default None 20 M25 BenPIN BenPIN Yes Default None Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 20 Hot Rolled Steel Design Parameters Label Shape Length [ft] Lcomp top [ft] Channel Conn. a [ft] Function 1 M1 HSS COL 20.5 Lbyy N/A N/A Lateral 2 M2 HSS COL 22.75 Lbyy N/A N/A Lateral 3 M3 HSS COL 20.5 Lbyy N/A N/A Lateral 4 M4 HSS GIRT 17 Lbyy N/A N/A Lateral 5 M5 HSS GIRT 16 Lbyy N/A N/A Lateral 6 M10 HSS - CANOPY 5.25 Lbyy N/A N/A Lateral 7 M11 HSS - CANOPY 5.25 Lbyy N/A N/A Lateral 8 M12 HSS - CANOPY 5.25 Lbyy N/A N/A Lateral 9 M13 HSS - CANOPY 5.25 Lbyy N/A N/A Lateral 10 M19 FRONT CHANNEL 24.583 Lbyy N/A N/A Lateral 11 M21 FRONT CHANNEL 5.25 Lbyy N/A N/A Lateral 12 M22 BACK CHANNEL 6.01 Lbyy N/A N/A Lateral 13 M23 BACK CHANNEL 20.333 Lbyy N/A N/A Lateral 14 M24 BACK CHANNEL 18 Lbyy N/A N/A Lateral 15 M20 FRONT CHANNEL 22.25 Lbyy N/A N/A Lateral 16 M25 FRONT CHANNEL 4.25 Lbyy N/A N/A Lateral Design Size and Code Check Parameters Label Max Axial/Bending Chk Max Shear Chk 1 Typical 1 1 Member Distributed Loads (BLC 1 : DEAD) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M7 Y -70 -70 0 %100 2 M6 Y -70 -70 0 %100 3 M5 Y -35 -35 0 %100 4 M4 Y -35 -35 0 %100 Member Distributed Loads (BLC 2 : SNOW) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M6 Y -188 -188 0 %100 2 M7 Y -150 -150 0 %100 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 1 M19 Y -12.532 -22.784 0 2.049 2 M19 Y -22.784 -24.392 2.049 4.097 3 M19 Y -24.392 -20.874 4.097 6.146 4 M19 Y -20.874 -20.874 6.146 8.194 5 M19 Y -20.874 -20.874 8.194 10.243 6 M19 Y -20.874 -20.943 10.243 12.292 7 M19 Y -20.943 -21.4 12.292 14.34 8 M19 Y -21.4 -22.471 14.34 16.389 9 M19 Y -22.471 -19.698 16.389 18.437 10 M19 Y -19.698 -18.448 18.437 20.486 11 M19 Y -18.448 -12.39 20.486 22.535 12 M19 Y -12.39 -0.37 22.535 24.583 13 M22 Y -45.142 -25.898 0 1.352 14 M22 Y -25.898 -13.715 1.352 2.705 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 21 Member Distributed Loads (BLC 5 : BLC 1 Transient Area Loads) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 15 M22 Y -13.715 -8.058 2.705 4.057 16 M22 Y -8.058 -1.867 4.057 5.409 17 M23 Y -12.697 -22.781 0 2.033 18 M23 Y -22.781 -24.157 2.033 4.067 19 M23 Y -24.157 -20.49 4.067 6.1 20 M23 Y -20.49 -20.49 6.1 8.133 21 M23 Y -20.49 -20.49 8.133 10.167 22 M23 Y -20.49 -20.518 10.167 12.2 23 M23 Y -20.518 -20.652 12.2 14.233 24 M23 Y -20.652 -22.766 14.233 16.267 25 M23 Y -22.766 -23.396 16.267 18.3 26 M23 Y -23.396 -20.64 18.3 20.333 27 M24 Y -20.544 -23.188 0 2 28 M24 Y -23.188 -22.732 2 4 29 M24 Y -22.732 -21.031 4 6 30 M24 Y -21.031 -21.123 6 8 31 M24 Y -21.123 -21.077 8 10 32 M24 Y -21.077 -20.383 10 12 33 M24 Y -20.383 -18.178 12 14 34 M24 Y -18.178 -20.446 14 16 35 M24 Y -20.446 -28.122 16 18 36 M20 Y -0.032 -12.205 0 2.023 37 M20 Y -12.205 -17.817 2.023 4.045 38 M20 Y -17.817 -16.433 4.045 6.068 39 M20 Y -16.433 -18.817 6.068 8.091 40 M20 Y -18.817 -20.043 8.091 10.114 41 M20 Y -20.043 -22.89 10.114 12.136 42 M20 Y -22.89 -25.579 12.136 14.159 43 M20 Y -25.579 -23.98 14.159 16.182 44 M20 Y -23.98 -19.166 16.182 18.205 45 M20 Y -19.166 -19.116 18.205 20.227 46 M20 Y -19.116 -25.333 20.227 22.25 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 1 M22 Y -20.145 -4.667 4.057 5.409 2 M23 Y -31.742 -56.953 0 2.033 3 M23 Y -56.953 -60.392 2.033 4.067 4 M23 Y -60.392 -51.225 4.067 6.1 5 M23 Y -51.225 -51.225 6.1 8.133 6 M23 Y -51.225 -51.225 8.133 10.167 7 M23 Y -51.225 -51.295 10.167 12.2 8 M23 Y -51.295 -51.629 12.2 14.233 9 M23 Y -51.629 -56.915 14.233 16.267 10 M23 Y -56.915 -58.491 16.267 18.3 11 M23 Y -58.491 -51.6 18.3 20.333 12 M24 Y -51.359 -57.971 0 2 13 M24 Y -57.971 -56.831 2 4 14 M24 Y -56.831 -52.577 4 6 15 M24 Y -52.577 -52.807 6 8 16 M24 Y -52.807 -52.693 8 10 17 M24 Y -52.693 -50.957 10 12 18 M24 Y -50.957 -45.446 12 14 19 M24 Y -45.446 -51.116 14 16 20 M24 Y -51.116 -70.305 16 18 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 22 Member Distributed Loads (BLC 6 : BLC 2 Transient Area Loads) (Continued) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 21 M20 Y -0.079 -30.514 0 2.023 22 M20 Y -30.514 -44.542 2.023 4.045 23 M20 Y -44.542 -41.083 4.045 6.068 24 M20 Y -41.083 -47.043 6.068 8.091 25 M20 Y -47.043 -50.107 8.091 10.114 26 M20 Y -50.107 -57.224 10.114 12.136 27 M20 Y -57.224 -63.947 12.136 14.159 28 M20 Y -63.947 -59.951 14.159 16.182 29 M20 Y -59.951 -47.914 16.182 18.205 30 M20 Y -47.914 -47.791 18.205 20.227 31 M20 Y -47.791 -63.333 20.227 22.25 32 M19 Y -31.331 -56.96 0 2.049 33 M19 Y -56.96 -60.979 2.049 4.097 34 M19 Y -60.979 -52.184 4.097 6.146 35 M19 Y -52.184 -52.184 6.146 8.194 36 M19 Y -52.184 -52.184 8.194 10.243 37 M19 Y -52.184 -52.357 10.243 12.292 38 M19 Y -52.357 -53.5 12.292 14.34 39 M19 Y -53.5 -56.179 14.34 16.389 40 M19 Y -56.179 -49.245 16.389 18.437 41 M19 Y -49.245 -46.119 18.437 20.486 42 M19 Y -46.119 -30.975 20.486 22.535 43 M19 Y -30.975 -0.925 22.535 24.583 44 M22 Y -112.856 -64.746 0 1.352 45 M22 Y -64.746 -34.288 1.352 2.705 46 M22 Y -34.288 -20.145 2.705 4.057 Member Distributed Loads (BLC 7 : BLC 3 Transient Area Loads) Member LabelDirection Start Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)] End Location [(ft, %)] 1 M4 X 123.25 123.25 1.221e-15 17 2 M6 X 131.75 131.75 1.776e-15 17 3 M8 X 93.5 93.5 1.11e-15 17 Member Distributed Loads (BLC 8 : BLC 4 Transient Area Loads) Member LabelDirectionStart Magnitude [lb/ft, F, psf, lb-ft/ft] End Magnitude [lb/ft, F, psf, lb-ft/ft] Start Location [(ft, %)]End Location [(ft, %)] 1 M5 Z 123.25 123.25 1.388e-15 16 2 M7 Z 131.367 137.145 0 2 3 M7 Z 137.145 144.862 2 4 4 M7 Z 144.862 148.929 4 6 5 M7 Z 148.929 148.1 6 8 6 M7 Z 148.1 152.346 8 10 7 M7 Z 152.346 159.702 10 12 8 M7 Z 159.702 165.19 12 14 9 M7 Z 165.19 170.084 14 16 10 M9 Z 93.5 93.5 8.882e-16 16 Member Area Loads (BLC 1 : DEAD) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N18 N21 N24 N25 Y A-B -10 -10 -10 -10 Yes 2 N29 N28 N24 N25 Y A-B -10 -10 -10 -10 Yes Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 23 Member Area Loads (BLC 2 : SNOW) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf]Exclude Braces 1 N18 N21 N24 N25 Y A-B -25 -25 -25 -25 Yes 2 N29 N28 N24 N25 Y A-B -25 -25 -25 -25 Yes Member Area Loads (BLC 3 : WIND X) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N7 N8 N3 N1 X A-B 17 17 17 17 Yes Member Area Loads (BLC 4 : WIND Z) Node ANode BNode CNode DDirection Load Direction A Magnitude [psf] B Magnitude [psf] C Magnitude [psf] D Magnitude [psf] Exclude Braces 1 N1 N3 N4 N2 Z A-B 17 17 17 17 Yes Basic Load Cases BLC Description Category Y Gravity Distributed Area(Member) 1 DEAD DL -1 4 2 2 SNOW SL 2 2 3 WIND X WLX 1 4 WIND Z WLZ 1 5 BLC 1 Transient Area Loads None 46 6 BLC 2 Transient Area Loads None 46 7 BLC 3 Transient Area Loads None 3 8 BLC 4 Transient Area Loads None 10 Load Combinations Description Solve P-Delta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 Deflection 1 Yes Y DL 1 2 Deflection 2 Yes Y LL 1 3 Deflection 3 Yes Y DL 1 LL 1 4 IBC 21/ASCE ASD 1 Yes Y DL 1 5 IBC 21/ASCE ASD 2 Yes Y DL 1 LL 1 LLS 1 6 IBC 21/ASCE ASD 3 (b)Yes Y DL 1 SL 1 SLN 1 7 IBC 21/ASCE ASD 4 (b)Yes Y DL 1 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 8 IBC 21/ASCE ASD 5 (a) (a)Yes Y DL 1 WLX 0.6 9 IBC 21/ASCE ASD 5 (a) (b)Yes Y DL 1 WLZ 0.6 10 IBC 21/ASCE ASD 5 (a) (c)Yes Y DL 1 WLX -0.6 11 IBC 21/ASCE ASD 5 (a) (d)Yes Y DL 1 WLZ -0.6 12 IBC 21/ASCE ASD 6 (a) (a)Yes Y DL 1 WLX 0.45 LL 0.75 LLS 0.75 13 IBC 21/ASCE ASD 6 (a) (b)Yes Y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 14 IBC 21/ASCE ASD 6 (a) (c)Yes Y DL 1 WLX -0.45 LL 0.75 LLS 0.75 15 IBC 21/ASCE ASD 6 (a) (d)Yes Y DL 1 WLZ -0.45 LL 0.75 LLS 0.75 16 IBC 21/ASCE ASD 6 (b) (a)Yes Y DL 1 WLX 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 17 IBC 21/ASCE ASD 6 (b) (b)Yes Y DL 1 WLZ 0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 18 IBC 21/ASCE ASD 6 (b) (c)Yes Y DL 1 WLX -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 19 IBC 21/ASCE ASD 6 (b) (d)Yes Y DL 1 WLZ -0.45 LL 0.75 LLS 0.75 SL 0.75 SLN 0.75 20 IBC 21/ASCE ASD 7 (a)Yes Y DL 0.6 WLX 0.6 21 IBC 21/ASCE ASD 7 (b)Yes Y DL 0.6 WLZ 0.6 22 IBC 21/ASCE ASD 7 (c)Yes Y DL 0.6 WLX -0.6 23 IBC 21/ASCE ASD 7 (d)Yes Y DL 0.6 WLZ -0.6 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 24 Load Combination Design Description CD Service Hot RolledCold Formed Wood Concrete Masonry Aluminum StainlessConnection 1 Deflection 1 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 Deflection 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 3 Deflection 3 Yes Yes Yes Yes Yes Yes Yes Yes Yes 4 IBC 21/ASCE ASD 1 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 5 IBC 21/ASCE ASD 2 Yes Yes Yes Yes Yes Yes Yes Yes Yes 6 IBC 21/ASCE ASD 3 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 7 IBC 21/ASCE ASD 4 (b)1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes 8 IBC 21/ASCE ASD 5 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 9 IBC 21/ASCE ASD 5 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 10 IBC 21/ASCE ASD 5 (a) (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 11 IBC 21/ASCE ASD 5 (a) (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 12 IBC 21/ASCE ASD 6 (a) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 13 IBC 21/ASCE ASD 6 (a) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 14 IBC 21/ASCE ASD 6 (a) (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 15 IBC 21/ASCE ASD 6 (a) (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 16 IBC 21/ASCE ASD 6 (b) (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 17 IBC 21/ASCE ASD 6 (b) (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 18 IBC 21/ASCE ASD 6 (b) (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 19 IBC 21/ASCE ASD 6 (b) (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 20 IBC 21/ASCE ASD 7 (a)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 21 IBC 21/ASCE ASD 7 (b)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 22 IBC 21/ASCE ASD 7 (c)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes 23 IBC 21/ASCE ASD 7 (d)1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes Node Reactions LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 1 1 N1 -111.735 4953.998 -103.05 0 0 0 2 1 N2 -35.674 2595.568 -166.804 0 0 0 3 1 N8 134.119 0 103.942 0 0 0 4 1 N4 78.033 0 164.96 0 0 0 5 1 N3 71.035 0 41.173 0 0 0 6 1 N7 -135.779 2287.793 -40.221 0 0 0 7 1 N12 NC NC NC NC LOCKED NC 8 1 Totals:0 9837.359 0 9 1 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 10 2 N1 0 0 0 0 0 0 11 2 N2 0 0 0 0 0 0 12 2 N8 0 0 0 0 0 0 13 2 N4 0 0 0 0 0 0 14 2 N3 0 0 0 0 0 0 15 2 N7 0 0 0 0 0 0 16 2 N12 NC NC NC NC LOCKED NC 17 2 Totals:0 0 0 18 2 COG (ft):NC NC NC 19 3 N1 -111.735 4953.998 -103.05 0 0 0 20 3 N2 -35.674 2595.568 -166.804 0 0 0 21 3 N8 134.119 0 103.942 0 0 0 22 3 N4 78.033 0 164.96 0 0 0 23 3 N3 71.035 0 41.173 0 0 0 24 3 N7 -135.779 2287.793 -40.221 0 0 0 25 3 N12 NC NC NC NC LOCKED NC 26 3 Totals:0 9837.359 0 27 3 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 28 4 N1 -111.735 4953.998 -103.05 0 0 0 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 25 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 29 4 N2 -35.674 2595.568 -166.804 0 0 0 30 4 N8 134.119 0 103.942 0 0 0 31 4 N4 78.033 0 164.96 0 0 0 32 4 N3 71.035 0 41.173 0 0 0 33 4 N7 -135.779 2287.793 -40.221 0 0 0 34 4 N12 NC NC NC NC LOCKED NC 35 4 Totals:0 9837.359 0 36 4 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 37 5 N1 -111.735 4953.998 -103.05 0 0 0 38 5 N2 -35.674 2595.568 -166.804 0 0 0 39 5 N8 134.119 0 103.942 0 0 0 40 5 N4 78.033 0 164.96 0 0 0 41 5 N3 71.035 0 41.173 0 0 0 42 5 N7 -135.779 2287.793 -40.221 0 0 0 43 5 N12 NC NC NC NC LOCKED NC 44 5 Totals:0 9837.359 0 45 5 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 46 6 N1 -207.21 10375.836 -191.784 0 0 0 47 6 N2 -79.521 4909.751 -320.771 0 0 0 48 6 N8 261.039 0 194.022 0 0 0 49 6 N4 144.863 0 317.158 0 0 0 50 6 N3 145.046 0 76.808 0 0 0 51 6 N7 -264.217 4672.248 -75.433 0 0 0 52 6 N12 NC NC NC NC LOCKED NC 53 6 Totals:0 19957.835 0 54 6 COG (ft):X: 3.354 Y: 12.363 Z: 3.341 55 7 N1 -183.342 9020.347 -169.673 0 0 0 56 7 N2 -68.526 4331.223 -282.174 0 0 0 57 7 N8 229.33 0 171.519 0 0 0 58 7 N4 128.131 0 279.022 0 0 0 59 7 N3 126.526 0 67.913 0 0 0 60 7 N7 -232.119 4076.146 -66.606 0 0 0 61 7 N12 NC NC NC NC LOCKED NC 62 7 Totals:0 17427.716 0 63 7 COG (ft):X: 3.391 Y: 12.28 Z: 3.331 64 8 N1 -821.913 4949.402 -95.098 0 0 0 65 8 N2 -295.292 2603.838 -175.387 0 0 0 66 8 N8 -696.811 0 107.879 0 0 0 67 8 N4 -122.313 0 158.902 0 0 0 68 8 N3 -522.357 0 40.732 0 0 0 69 8 N7 -1096.013 2284.119 -37.028 0 0 0 70 8 N12 NC NC NC NC LOCKED NC 71 8 Totals:-3554.7 9837.359 0 72 8 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 73 9 N1 -134.466 4944.713 -786.832 0 0 0 74 9 N2 -56.645 2611.305 -1148.178 0 0 0 75 9 N8 169.249 0 -338.473 0 0 0 76 9 N4 74.381 0 -576.01 0 0 0 77 9 N3 51.857 0 -390.642 0 0 0 78 9 N7 -104.377 2281.341 -289.066 0 0 0 79 9 N12 NC NC NC NC LOCKED NC 80 9 Totals:0 9837.359 -3529.2 81 9 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 82 10 N1 598.387 4958.529 -110.964 0 0 0 83 10 N2 224.009 2587.302 -158.296 0 0 0 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 26 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 84 10 N8 965.11 0 100.036 0 0 0 85 10 N4 278.365 0 170.954 0 0 0 86 10 N3 664.39 0 41.647 0 0 0 87 10 N7 824.439 2291.528 -43.378 0 0 0 88 10 N12 NC NC NC NC LOCKED NC 89 10 Totals:3554.7 9837.359 0 90 10 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 91 11 N1 -89.106 4963.102 580.775 0 0 0 92 11 N2 -14.805 2579.944 814.544 0 0 0 93 11 N8 99.397 0 546.434 0 0 0 94 11 N4 81.574 0 905.7 0 0 0 95 11 N3 89.893 0 473.062 0 0 0 96 11 N7 -166.954 2294.314 208.685 0 0 0 97 11 N12 NC NC NC NC LOCKED NC 98 11 Totals:0 9837.359 3529.2 99 11 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 100 12 N1 -644.363 4950.557 -97.09 0 0 0 101 12 N2 -230.394 2601.77 -173.234 0 0 0 102 12 N8 -489.084 0 106.892 0 0 0 103 12 N4 -72.225 0 160.423 0 0 0 104 12 N3 -374.006 0 40.839 0 0 0 105 12 N7 -855.953 2285.032 -37.83 0 0 0 106 12 N12 NC NC NC NC LOCKED NC 107 12 Totals:-2666.025 9837.359 0 108 12 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 109 13 N1 -128.773 4947.051 -615.889 0 0 0 110 13 N2 -51.392 2607.36 -902.831 0 0 0 111 13 N8 160.428 0 -227.877 0 0 0 112 13 N4 75.305 0 -390.746 0 0 0 113 13 N3 56.682 0 -282.696 0 0 0 114 13 N7 -112.249 2282.948 -226.86 0 0 0 115 13 N12 NC NC NC NC LOCKED NC 116 13 Totals:0 9837.359 -2646.9 117 13 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 118 14 N1 420.873 4957.403 -108.989 0 0 0 119 14 N2 159.084 2589.368 -160.416 0 0 0 120 14 N8 757.354 0 101.01 0 0 0 121 14 N4 228.281 0 169.461 0 0 0 122 14 N3 516.045 0 41.526 0 0 0 123 14 N7 584.388 2290.588 -42.592 0 0 0 124 14 N12 NC NC NC NC LOCKED NC 125 14 Totals:2666.025 9837.359 0 126 14 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 127 15 N1 -94.753 4960.843 409.816 0 0 0 128 15 N2 -20.013 2583.839 569.21 0 0 0 129 15 N8 108.04 0 435.803 0 0 0 130 15 N4 80.699 0 720.536 0 0 0 131 15 N3 85.208 0 365.082 0 0 0 132 15 N7 -159.181 2292.677 146.453 0 0 0 133 15 N12 NC NC NC NC LOCKED NC 134 15 Totals:0 9837.359 2646.9 135 15 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 136 16 N1 -705.459 9017.209 -163.87 0 0 0 137 16 N2 -262.21 4337.044 -288.449 0 0 0 138 16 N8 -399.662 0 174.537 0 0 0 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 27 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 139 16 N4 -24.661 0 274.364 0 0 0 140 16 N3 -327.5 0 67.64 0 0 0 141 16 N7 -946.533 4073.463 -64.223 0 0 0 142 16 N12 NC NC NC NC LOCKED NC 143 16 Totals:-2666.025 17427.716 0 144 16 COG (ft):X: 3.391 Y: 12.28 Z: 3.331 145 17 N1 -200.108 9013.673 -673.084 0 0 0 146 17 N2 -84.446 4343.165 -1010.093 0 0 0 147 17 N8 256.19 0 -165.958 0 0 0 148 17 N4 125.332 0 -284.094 0 0 0 149 17 N3 111.595 0 -261.439 0 0 0 150 17 N7 -208.563 4070.878 -252.233 0 0 0 151 17 N12 NC NC NC NC LOCKED NC 152 17 Totals:0 17427.716 -2646.9 153 17 COG (ft):X: 3.391 Y: 12.28 Z: 3.331 154 18 N1 338.677 9023.445 -175.461 0 0 0 155 18 N2 125.182 4325.406 -275.941 0 0 0 156 18 N8 858.374 0 168.52 0 0 0 157 18 N4 280.93 0 283.645 0 0 0 158 18 N3 580.589 0 68.206 0 0 0 159 18 N7 482.272 4078.865 -68.969 0 0 0 160 18 N12 NC NC NC NC LOCKED NC 161 18 Totals:2666.025 17427.716 0 162 18 COG (ft):X: 3.391 Y: 12.28 Z: 3.331 163 19 N1 -166.633 9026.916 333.754 0 0 0 164 19 N2 -52.666 4319.345 445.727 0 0 0 165 19 N8 202.711 0 509.048 0 0 0 166 19 N4 130.865 0 842.005 0 0 0 167 19 N3 141.268 0 397.313 0 0 0 168 19 N7 -255.544 4081.455 119.053 0 0 0 169 19 N12 NC NC NC NC LOCKED NC 170 19 Totals:0 17427.716 2646.9 171 19 COG (ft):X: 3.391 Y: 12.28 Z: 3.331 172 20 N1 -783.543 2967.642 -53.895 0 0 0 173 20 N2 -282.299 1565.819 -108.647 0 0 0 174 20 N8 -746.608 0 66.296 0 0 0 175 20 N4 -151.936 0 92.922 0 0 0 176 20 N3 -544.813 0 24.255 0 0 0 177 20 N7 -1045.501 1368.955 -20.931 0 0 0 178 20 N12 NC NC NC NC LOCKED NC 179 20 Totals:-3554.7 5902.415 0 180 20 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 181 21 N1 -89.877 2962.959 -751.522 0 0 0 182 21 N2 -42.221 1572.992 -1087.306 0 0 0 183 21 N8 115.198 0 -376.347 0 0 0 184 21 N4 43.222 0 -636.794 0 0 0 185 21 N3 23.878 0 -403.51 0 0 0 186 21 N7 -50.2 1366.464 -273.722 0 0 0 187 21 N12 NC NC NC NC LOCKED NC 188 21 Totals:0 5902.415 -3529.2 189 21 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 190 22 N1 649.389 2977.043 -69.938 0 0 0 191 22 N2 239.592 1548.894 -91.363 0 0 0 192 22 N8 907.73 0 58.533 0 0 0 193 22 N4 245.533 0 104.809 0 0 0 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 28 Node Reactions (Continued) LC Node Label X [lb] Y [lb] Z [lb] MX [lb-ft] MY [lb-ft] MZ [lb-ft] 194 22 N3 629.994 0 25.247 0 0 0 195 22 N7 882.461 1376.478 -27.289 0 0 0 196 22 N12 NC NC NC NC LOCKED NC 197 22 Totals:3554.7 5902.415 0 198 22 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 199 23 N1 -44.319 2981.611 627.684 0 0 0 200 23 N2 -0.652 1541.828 887.333 0 0 0 201 23 N8 46.259 0 501.227 0 0 0 202 23 N4 50.282 0 834.371 0 0 0 203 23 N3 61.029 0 453.058 0 0 0 204 23 N7 -112.599 1378.976 225.526 0 0 0 205 23 N12 NC NC NC NC LOCKED NC 206 23 Totals:0 5902.415 3529.2 207 23 COG (ft):X: 3.613 Y: 11.774 Z: 3.27 Node Displacements LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 6.948e-4 1.19e-4 -6.642e-4 2 1 N2 0 0 0 8.24e-4 8.67e-5 -2.233e-4 3 1 N3 0 -0.005 0 1.444e-4 1.19e-4 -3.614e-4 4 1 N4 0 -0.003 0 1.203e-3 8.67e-5 -4.266e-4 5 1 N5 0.003 -0.004 0.013 -1.102e-3 1.19e-4 1.272e-3 6 1 N6 0.002 -0.002 -0.017 -2.054e-3 8.67e-5 3.953e-4 7 1 N7 0 0 0 3.279e-4 0 -9.785e-4 8 1 N8 0 -0.002 0 2.503e-4 0 -3.465e-4 9 1 N9 0.024 -0.034 0.013 -2.506e-3 1.432e-4 2.643e-3 10 1 N10 -0.017 -0.005 -0.005 -6.758e-5 1.19e-4 4.442e-6 11 1 N11 -0.017 -0.003 -0.067 -4.036e-4 8.67e-5 3.332e-4 12 1 N12 -0.009 -0.002 -0.005 -2.849e-4 0 3.441e-4 13 1 N13 -0.005 -0.279 -0.017 -4.029e-3 1.331e-4 2.244e-5 14 1 N14 -0.005 -0.253 0.013 -7.062e-4 1.32e-4 -2.09e-4 15 1 N15 0.003 -0.268 0.021 4.318e-4 1.163e-4 -1.465e-4 16 1 N16 0.024 -0.31 0.021 -1.593e-4 1.316e-4 -1.465e-4 17 1 N17 0.003 0.019 -0.022 -4.728e-3 1.175e-4 4.085e-8 18 1 N18 -0.005 -0.279 -0.022 -4.721e-3 1.175e-4 4.085e-8 19 1 N19 0.001 -0.028 0.013 -2.601e-3 1.232e-4 5.061e-4 20 1 N20 0.001 -0.035 -0.017 -3.311e-3 9.763e-5 3.199e-4 21 1 N21 0.001 -0.038 -0.022 -4.728e-3 1.175e-4 4.085e-8 22 1 N22 0.003 -0.03 0.014 -2.535e-4 1.158e-4 2.824e-3 23 1 N23 0.024 -0.072 0.014 -1.946e-3 1.392e-4 3.575e-3 24 1 N24 0.001 -0.034 0.014 -2.095e-3 1.196e-4 2.32e-3 25 1 N25 -0.005 -0.243 0.021 3.842e-4 1.172e-4 -1.465e-4 26 1 N27 0.026 -0.002 0.013 -3.738e-4 0 1.383e-3 27 1 N28 0.026 -0.049 0.014 -1.9e-3 1.319e-4 3.575e-3 28 1 N29 0.026 -0.308 0.021 -1.588e-4 1.346e-4 -1.465e-4 29 2 N1 0 0 0 0 0 0 30 2 N2 0 0 0 0 0 0 31 2 N3 0 0 0 0 0 0 32 2 N4 0 0 0 0 0 0 33 2 N5 0 0 0 0 0 0 34 2 N6 0 0 0 0 0 0 35 2 N7 0 0 0 0 0 0 36 2 N8 0 0 0 0 0 0 37 2 N9 0 0 0 0 0 0 38 2 N10 0 0 0 0 0 0 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 29 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 39 2 N11 0 0 0 0 0 0 40 2 N12 0 0 0 0 0 0 41 2 N13 0 0 0 0 0 0 42 2 N14 0 0 0 0 0 0 43 2 N15 0 0 0 0 0 0 44 2 N16 0 0 0 0 0 0 45 2 N17 0 0 0 0 0 0 46 2 N18 0 0 0 0 0 0 47 2 N19 0 0 0 0 0 0 48 2 N20 0 0 0 0 0 0 49 2 N21 0 0 0 0 0 0 50 2 N22 0 0 0 0 0 0 51 2 N23 0 0 0 0 0 0 52 2 N24 0 0 0 0 0 0 53 2 N25 0 0 0 0 0 0 54 2 N27 0 0 0 0 0 0 55 2 N28 0 0 0 0 0 0 56 2 N29 0 0 0 0 0 0 57 3 N1 0 0 0 6.948e-4 1.19e-4 -6.642e-4 58 3 N2 0 0 0 8.24e-4 8.67e-5 -2.233e-4 59 3 N3 0 -0.005 0 1.444e-4 1.19e-4 -3.614e-4 60 3 N4 0 -0.003 0 1.203e-3 8.67e-5 -4.266e-4 61 3 N5 0.003 -0.004 0.013 -1.102e-3 1.19e-4 1.272e-3 62 3 N6 0.002 -0.002 -0.017 -2.054e-3 8.67e-5 3.953e-4 63 3 N7 0 0 0 3.279e-4 0 -9.785e-4 64 3 N8 0 -0.002 0 2.503e-4 0 -3.465e-4 65 3 N9 0.024 -0.034 0.013 -2.506e-3 1.432e-4 2.643e-3 66 3 N10 -0.017 -0.005 -0.005 -6.758e-5 1.19e-4 4.442e-6 67 3 N11 -0.017 -0.003 -0.067 -4.036e-4 8.67e-5 3.332e-4 68 3 N12 -0.009 -0.002 -0.005 -2.849e-4 0 3.441e-4 69 3 N13 -0.005 -0.279 -0.017 -4.029e-3 1.331e-4 2.244e-5 70 3 N14 -0.005 -0.253 0.013 -7.062e-4 1.32e-4 -2.09e-4 71 3 N15 0.003 -0.268 0.021 4.318e-4 1.163e-4 -1.465e-4 72 3 N16 0.024 -0.31 0.021 -1.593e-4 1.316e-4 -1.465e-4 73 3 N17 0.003 0.019 -0.022 -4.728e-3 1.175e-4 4.085e-8 74 3 N18 -0.005 -0.279 -0.022 -4.721e-3 1.175e-4 4.085e-8 75 3 N19 0.001 -0.028 0.013 -2.601e-3 1.232e-4 5.061e-4 76 3 N20 0.001 -0.035 -0.017 -3.311e-3 9.763e-5 3.199e-4 77 3 N21 0.001 -0.038 -0.022 -4.728e-3 1.175e-4 4.085e-8 78 3 N22 0.003 -0.03 0.014 -2.535e-4 1.158e-4 2.824e-3 79 3 N23 0.024 -0.072 0.014 -1.946e-3 1.392e-4 3.575e-3 80 3 N24 0.001 -0.034 0.014 -2.095e-3 1.196e-4 2.32e-3 81 3 N25 -0.005 -0.243 0.021 3.842e-4 1.172e-4 -1.465e-4 82 3 N27 0.026 -0.002 0.013 -3.738e-4 0 1.383e-3 83 3 N28 0.026 -0.049 0.014 -1.9e-3 1.319e-4 3.575e-3 84 3 N29 0.026 -0.308 0.021 -1.588e-4 1.346e-4 -1.465e-4 85 4 N1 0 0 0 6.948e-4 1.19e-4 -6.642e-4 86 4 N2 0 0 0 8.24e-4 8.67e-5 -2.233e-4 87 4 N3 0 -0.005 0 1.444e-4 1.19e-4 -3.614e-4 88 4 N4 0 -0.003 0 1.203e-3 8.67e-5 -4.266e-4 89 4 N5 0.003 -0.004 0.013 -1.102e-3 1.19e-4 1.272e-3 90 4 N6 0.002 -0.002 -0.017 -2.054e-3 8.67e-5 3.953e-4 91 4 N7 0 0 0 3.279e-4 0 -9.785e-4 92 4 N8 0 -0.002 0 2.503e-4 0 -3.465e-4 93 4 N9 0.024 -0.034 0.013 -2.506e-3 1.432e-4 2.643e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 30 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 94 4 N10 -0.017 -0.005 -0.005 -6.758e-5 1.19e-4 4.442e-6 95 4 N11 -0.017 -0.003 -0.067 -4.036e-4 8.67e-5 3.332e-4 96 4 N12 -0.009 -0.002 -0.005 -2.849e-4 0 3.441e-4 97 4 N13 -0.005 -0.279 -0.017 -4.029e-3 1.331e-4 2.244e-5 98 4 N14 -0.005 -0.253 0.013 -7.062e-4 1.32e-4 -2.09e-4 99 4 N15 0.003 -0.268 0.021 4.318e-4 1.163e-4 -1.465e-4 100 4 N16 0.024 -0.31 0.021 -1.593e-4 1.316e-4 -1.465e-4 101 4 N17 0.003 0.019 -0.022 -4.728e-3 1.175e-4 4.085e-8 102 4 N18 -0.005 -0.279 -0.022 -4.721e-3 1.175e-4 4.085e-8 103 4 N19 0.001 -0.028 0.013 -2.601e-3 1.232e-4 5.061e-4 104 4 N20 0.001 -0.035 -0.017 -3.311e-3 9.763e-5 3.199e-4 105 4 N21 0.001 -0.038 -0.022 -4.728e-3 1.175e-4 4.085e-8 106 4 N22 0.003 -0.03 0.014 -2.535e-4 1.158e-4 2.824e-3 107 4 N23 0.024 -0.072 0.014 -1.946e-3 1.392e-4 3.575e-3 108 4 N24 0.001 -0.034 0.014 -2.095e-3 1.196e-4 2.32e-3 109 4 N25 -0.005 -0.243 0.021 3.842e-4 1.172e-4 -1.465e-4 110 4 N27 0.026 -0.002 0.013 -3.738e-4 0 1.383e-3 111 4 N28 0.026 -0.049 0.014 -1.9e-3 1.319e-4 3.575e-3 112 4 N29 0.026 -0.308 0.021 -1.588e-4 1.346e-4 -1.465e-4 113 5 N1 0 0 0 6.948e-4 1.19e-4 -6.642e-4 114 5 N2 0 0 0 8.24e-4 8.67e-5 -2.233e-4 115 5 N3 0 -0.005 0 1.444e-4 1.19e-4 -3.614e-4 116 5 N4 0 -0.003 0 1.203e-3 8.67e-5 -4.266e-4 117 5 N5 0.003 -0.004 0.013 -1.102e-3 1.19e-4 1.272e-3 118 5 N6 0.002 -0.002 -0.017 -2.054e-3 8.67e-5 3.953e-4 119 5 N7 0 0 0 3.279e-4 0 -9.785e-4 120 5 N8 0 -0.002 0 2.503e-4 0 -3.465e-4 121 5 N9 0.024 -0.034 0.013 -2.506e-3 1.432e-4 2.643e-3 122 5 N10 -0.017 -0.005 -0.005 -6.758e-5 1.19e-4 4.442e-6 123 5 N11 -0.017 -0.003 -0.067 -4.036e-4 8.67e-5 3.332e-4 124 5 N12 -0.009 -0.002 -0.005 -2.849e-4 0 3.441e-4 125 5 N13 -0.005 -0.279 -0.017 -4.029e-3 1.331e-4 2.244e-5 126 5 N14 -0.005 -0.253 0.013 -7.062e-4 1.32e-4 -2.09e-4 127 5 N15 0.003 -0.268 0.021 4.318e-4 1.163e-4 -1.465e-4 128 5 N16 0.024 -0.31 0.021 -1.593e-4 1.316e-4 -1.465e-4 129 5 N17 0.003 0.019 -0.022 -4.728e-3 1.175e-4 4.085e-8 130 5 N18 -0.005 -0.279 -0.022 -4.721e-3 1.175e-4 4.085e-8 131 5 N19 0.001 -0.028 0.013 -2.601e-3 1.232e-4 5.061e-4 132 5 N20 0.001 -0.035 -0.017 -3.311e-3 9.763e-5 3.199e-4 133 5 N21 0.001 -0.038 -0.022 -4.728e-3 1.175e-4 4.085e-8 134 5 N22 0.003 -0.03 0.014 -2.535e-4 1.158e-4 2.824e-3 135 5 N23 0.024 -0.072 0.014 -1.946e-3 1.392e-4 3.575e-3 136 5 N24 0.001 -0.034 0.014 -2.095e-3 1.196e-4 2.32e-3 137 5 N25 -0.005 -0.243 0.021 3.842e-4 1.172e-4 -1.465e-4 138 5 N27 0.026 -0.002 0.013 -3.738e-4 0 1.383e-3 139 5 N28 0.026 -0.049 0.014 -1.9e-3 1.319e-4 3.575e-3 140 5 N29 0.026 -0.308 0.021 -1.588e-4 1.346e-4 -1.465e-4 141 6 N1 0 0 0 1.312e-3 2.304e-4 -1.248e-3 142 6 N2 0 0 0 1.577e-3 1.78e-4 -5.055e-4 143 6 N3 0 -0.011 0 2.592e-4 2.304e-4 -6.947e-4 144 6 N4 0 -0.005 0 2.314e-3 1.78e-4 -7.931e-4 145 6 N5 0.007 -0.009 0.026 -2.062e-3 2.304e-4 2.353e-3 146 6 N6 0.006 -0.004 -0.033 -3.94e-3 1.78e-4 8.769e-4 147 6 N7 0 0 0 6.267e-4 0 -1.924e-3 148 6 N8 0 -0.005 0 4.568e-4 0 -6.609e-4 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 31 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 149 6 N9 0.048 -0.051 0.025 -3.648e-3 2.766e-4 5.151e-3 150 6 N10 -0.032 -0.011 -0.009 -1.363e-4 2.304e-4 5.233e-5 151 6 N11 -0.032 -0.005 -0.128 -7.749e-4 1.78e-4 6.174e-4 152 6 N12 -0.016 -0.005 -0.009 -5.422e-4 0 6.832e-4 153 6 N13 -0.008 -0.532 -0.033 -7.985e-3 2.614e-4 1.505e-4 154 6 N14 -0.008 -0.479 0.026 -1.359e-3 2.57e-4 -5.475e-4 155 6 N15 0.007 -0.502 0.04 9.002e-4 2.269e-4 -4.477e-4 156 6 N16 0.048 -0.586 0.04 -3.097e-4 2.55e-4 -4.477e-4 157 6 N17 0.007 0.063 -0.043 -9.372e-3 2.297e-4 1.197e-4 158 6 N18 -0.008 -0.527 -0.043 -9.366e-3 2.313e-4 1.197e-4 159 6 N19 0.004 -0.053 0.026 -4.92e-3 2.385e-4 7.112e-4 160 6 N20 0.004 -0.068 -0.033 -6.333e-3 1.969e-4 9.968e-4 161 6 N21 0.004 -0.049 -0.043 -9.372e-3 2.297e-4 1.197e-4 162 6 N22 0.007 -0.057 0.028 -3.119e-4 2.252e-4 5.276e-3 163 6 N23 0.048 -0.125 0.028 -3.155e-3 2.693e-4 6.948e-3 164 6 N24 0.004 -0.062 0.028 -3.974e-3 2.338e-4 4.331e-3 165 6 N25 -0.008 -0.449 0.04 8.15e-4 2.289e-4 -4.477e-4 166 6 N27 0.052 -0.004 0.025 -7.021e-4 0 2.698e-3 167 6 N28 0.051 -0.087 0.028 -3.089e-3 2.555e-4 6.948e-3 168 6 N29 0.051 -0.583 0.04 -3.094e-4 2.607e-4 -4.477e-4 169 7 N1 0 0 0 1.156e-3 2.02e-4 -1.101e-3 170 7 N2 0 0 0 1.389e-3 1.547e-4 -4.342e-4 171 7 N3 0 -0.009 0 2.315e-4 2.02e-4 -6.118e-4 172 7 N4 0 -0.004 0 2.036e-3 1.547e-4 -7.018e-4 173 7 N5 0.006 -0.008 0.022 -1.821e-3 2.02e-4 2.083e-3 174 7 N6 0.005 -0.004 -0.029 -3.468e-3 1.547e-4 7.563e-4 175 7 N7 0 0 0 5.507e-4 0 -1.686e-3 176 7 N8 0 -0.004 0 4.062e-4 0 -5.837e-4 177 7 N9 0.042 -0.046 0.022 -3.362e-3 2.428e-4 4.523e-3 178 7 N10 -0.029 -0.009 -0.008 -1.182e-4 2.02e-4 3.982e-5 179 7 N11 -0.029 -0.004 -0.113 -6.819e-4 1.547e-4 5.459e-4 180 7 N12 -0.014 -0.004 -0.008 -4.77e-4 0 5.971e-4 181 7 N13 -0.007 -0.469 -0.029 -6.996e-3 2.287e-4 1.185e-4 182 7 N14 -0.007 -0.423 0.022 -1.196e-3 2.252e-4 -4.628e-4 183 7 N15 0.006 -0.444 0.035 7.831e-4 1.988e-4 -3.724e-4 184 7 N16 0.042 -0.517 0.035 -2.721e-4 2.236e-4 -3.724e-4 185 7 N17 0.006 0.052 -0.038 -8.211e-3 2.012e-4 8.983e-5 186 7 N18 -0.007 -0.465 -0.038 -8.204e-3 2.023e-4 8.983e-5 187 7 N19 0.003 -0.047 0.022 -4.34e-3 2.091e-4 6.597e-4 188 7 N20 0.003 -0.06 -0.029 -5.577e-3 1.716e-4 8.274e-4 189 7 N21 0.003 -0.047 -0.038 -8.211e-3 2.012e-4 8.983e-5 190 7 N22 0.006 -0.051 0.025 -2.971e-4 1.973e-4 4.663e-3 191 7 N23 0.042 -0.111 0.024 -2.853e-3 2.363e-4 6.104e-3 192 7 N24 0.003 -0.055 0.025 -3.504e-3 2.047e-4 3.828e-3 193 7 N25 -0.007 -0.398 0.035 7.073e-4 2.004e-4 -3.724e-4 194 7 N27 0.045 -0.004 0.021 -6.197e-4 0 2.369e-3 195 7 N28 0.045 -0.078 0.024 -2.792e-3 2.241e-4 6.104e-3 196 7 N29 0.045 -0.514 0.035 -2.718e-4 2.287e-4 -3.724e-4 197 8 N1 0 0 0 6.043e-4 -4.898e-4 -5.291e-3 198 8 N2 0 0 0 9.703e-4 -4.975e-4 -4.927e-3 199 8 N3 0 -0.005 0 1.924e-4 -4.898e-4 5.647e-3 200 8 N4 0 -0.003 0 1.074e-3 -4.975e-4 3.861e-3 201 8 N5 0.418 -0.004 0.007 -1.049e-3 -4.898e-4 1.105e-3 202 8 N6 0.417 -0.002 -0.005 -2.062e-3 -4.975e-4 4.005e-4 203 8 N7 0 0 0 2.756e-4 0 -9.406e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 32 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 204 8 N8 0 -0.002 0 3.056e-4 0 9.489e-3 205 8 N9 0.773 -0.033 0.008 -2.48e-3 -1.196e-3 2.898e-3 206 8 N10 0.343 -0.005 -0.009 -1.739e-5 -4.898e-4 2.956e-3 207 8 N11 0.343 -0.003 -0.056 -4.731e-4 -4.975e-4 2.666e-3 208 8 N12 0.599 -0.002 -0.009 -2.499e-4 0 5.897e-3 209 8 N13 0.442 -0.28 -0.005 -4.068e-3 -1.634e-4 -1.125e-5 210 8 N14 0.442 -0.246 0.007 -6.506e-4 -1.535e-4 -2.751e-4 211 8 N15 0.419 -0.262 -0.017 5.247e-4 4.864e-4 -2.19e-4 212 8 N16 0.773 -0.324 -0.017 -5.076e-5 2.607e-4 -2.19e-4 213 8 N17 0.419 0.02 0.006 -4.786e-3 -3.771e-4 -3.359e-5 214 8 N18 0.442 -0.282 0.006 -4.78e-3 -3.352e-4 -3.359e-5 215 8 N19 0.424 -0.027 0.007 -2.516e-3 -4.081e-4 3.771e-4 216 8 N20 0.423 -0.036 -0.005 -3.328e-3 -4.388e-4 3.259e-4 217 8 N21 0.423 -0.038 0.006 -4.787e-3 -3.771e-4 -3.359e-5 218 8 N22 0.418 -0.028 0.001 -2.004e-4 -4.481e-4 2.693e-3 219 8 N23 0.773 -0.074 -0.001 -1.911e-3 -4.474e-4 3.818e-3 220 8 N24 0.424 -0.031 0.001 -2.022e-3 -3.547e-4 2.21e-3 221 8 N25 0.442 -0.231 -0.017 4.708e-4 -6.47e-4 -2.19e-4 222 8 N27 0.757 -0.002 0.008 -3.689e-4 0 1.653e-3 223 8 N28 0.774 -0.052 -0.001 -1.865e-3 2.327e-4 3.818e-3 224 8 N29 0.774 -0.324 -0.017 -5.021e-5 -2.221e-5 -2.19e-4 225 9 N1 0 0 0 5.061e-3 -1.301e-3 -9.868e-4 226 9 N2 0 0 0 1.187e-2 -1.436e-3 -5.283e-4 227 9 N3 0 -0.005 0 -4.986e-3 -1.301e-3 -7.267e-5 228 9 N4 0 -0.003 0 -1.085e-2 -1.436e-3 -2.284e-4 229 9 N5 0.027 -0.004 0.395 -1.188e-3 -1.301e-3 1.368e-3 230 9 N6 0.026 -0.002 1.014 -7.624e-4 -1.436e-3 4.657e-4 231 9 N7 0 0 0 4.694e-3 0 -4.769e-4 232 9 N8 0 -0.002 0 -4.898e-3 0 -8.617e-4 233 9 N9 -0.004 -0.034 0.393 -2.515e-3 -9.844e-4 2.572e-3 234 9 N10 0.001 -0.005 0.312 -2.972e-3 -1.301e-3 1.943e-4 235 9 N11 0.001 -0.003 0.89 -5.231e-3 -1.436e-3 4.957e-4 236 9 N12 -0.041 -0.002 0.312 -3.153e-3 0 9.983e-6 237 9 N13 0.112 -0.202 1.014 -2.83e-3 -2.466e-3 4.031e-4 238 9 N14 0.112 -0.25 0.395 -4.981e-4 -1.92e-3 1.458e-4 239 9 N15 0.027 -0.279 0.31 3.241e-4 -1.003e-3 1.977e-4 240 9 N16 -0.004 -0.305 0.311 -2.33e-4 -7.718e-4 1.977e-4 241 9 N17 0.029 0.022 1.093 -3.322e-3 -1.228e-3 3.803e-4 242 9 N18 0.112 -0.187 1.093 -3.316e-3 -1.593e-3 3.803e-4 243 9 N19 0.043 -0.028 0.395 -2.619e-3 -1.374e-3 6.432e-4 244 9 N20 0.044 -0.02 1.014 -2.056e-3 -1.492e-3 4.409e-4 245 9 N21 0.044 -0.017 1.093 -3.322e-3 -1.228e-3 3.803e-4 246 9 N22 0.027 -0.032 0.379 -3.281e-4 -1.268e-3 2.964e-3 247 9 N23 -0.004 -0.071 0.38 -1.962e-3 -1.093e-3 3.496e-3 248 9 N24 0.043 -0.036 0.379 -2.184e-3 -1.351e-3 2.547e-3 249 9 N25 0.112 -0.262 0.31 2.67e-4 -1.284e-3 1.977e-4 250 9 N27 -0.016 -0.002 0.393 -4.869e-4 0 1.322e-3 251 9 N28 -0.015 -0.048 0.38 -1.917e-3 -7.846e-4 3.496e-3 252 9 N29 -0.015 -0.302 0.311 -2.324e-4 -9.e-4 1.977e-4 253 10 N1 0 0 0 7.847e-4 7.273e-4 3.962e-3 254 10 N2 0 0 0 6.79e-4 6.703e-4 4.48e-3 255 10 N3 0 -0.005 0 9.703e-5 7.273e-4 -6.37e-3 256 10 N4 0 -0.003 0 1.33e-3 6.703e-4 -4.714e-3 257 10 N5 -0.413 -0.004 0.019 -1.155e-3 7.273e-4 1.44e-3 258 10 N6 -0.412 -0.002 -0.03 -2.045e-3 6.703e-4 3.9e-4 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 33 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 259 10 N7 0 0 0 3.796e-4 0 7.45e-3 260 10 N8 0 -0.002 0 1.955e-4 0 -1.018e-2 261 10 N9 -0.725 -0.034 0.017 -2.531e-3 1.482e-3 2.388e-3 262 10 N10 -0.378 -0.005 -0.002 -1.174e-4 7.273e-4 -2.947e-3 263 10 N11 -0.378 -0.003 -0.077 -3.348e-4 6.703e-4 -1.999e-3 264 10 N12 -0.616 -0.002 -0.002 -3.196e-4 0 -5.209e-3 265 10 N13 -0.451 -0.277 -0.03 -3.99e-3 4.288e-4 5.611e-5 266 10 N14 -0.451 -0.26 0.019 -7.618e-4 4.169e-4 -1.43e-4 267 10 N15 -0.413 -0.274 0.058 3.389e-4 -2.544e-4 -7.393e-5 268 10 N16 -0.725 -0.296 0.058 -2.677e-4 1.943e-6 -7.393e-5 269 10 N17 -0.413 0.018 -0.05 -4.669e-3 6.116e-4 3.365e-5 270 10 N18 -0.451 -0.276 -0.05 -4.663e-3 5.697e-4 3.365e-5 271 10 N19 -0.421 -0.028 0.019 -2.686e-3 6.538e-4 6.351e-4 272 10 N20 -0.42 -0.035 -0.03 -3.293e-3 6.335e-4 3.139e-4 273 10 N21 -0.42 -0.038 -0.05 -4.669e-3 6.116e-4 3.365e-5 274 10 N22 -0.413 -0.032 0.028 -3.064e-4 6.791e-4 2.955e-3 275 10 N23 -0.725 -0.069 0.029 -1.982e-3 7.252e-4 3.332e-3 276 10 N24 -0.421 -0.036 0.028 -2.168e-3 5.933e-4 2.43e-3 277 10 N25 -0.451 -0.255 0.058 2.975e-4 8.809e-4 -7.393e-5 278 10 N27 -0.706 -0.002 0.017 -3.787e-4 0 1.112e-3 279 10 N28 -0.722 -0.046 0.029 -1.935e-3 3.056e-5 3.332e-3 280 10 N29 -0.722 -0.292 0.058 -2.672e-4 2.909e-4 -7.393e-5 281 11 N1 0 0 0 -3.673e-3 1.535e-3 -3.439e-4 282 11 N2 0 0 0 -1.022e-2 1.606e-3 7.941e-5 283 11 N3 0 -0.005 0 5.276e-3 1.535e-3 -6.471e-4 284 11 N4 0 -0.003 0 1.325e-2 1.606e-3 -6.227e-4 285 11 N5 -0.021 -0.004 -0.369 -1.015e-3 1.535e-3 1.177e-3 286 11 N6 -0.021 -0.002 -1.048 -3.346e-3 1.606e-3 3.247e-4 287 11 N7 0 0 0 -4.04e-3 0 -1.476e-3 288 11 N8 0 -0.002 0 5.4e-3 0 1.639e-4 289 11 N9 0.052 -0.034 -0.368 -2.497e-3 1.267e-3 2.714e-3 290 11 N10 -0.036 -0.005 -0.322 2.839e-3 1.535e-3 -1.84e-4 291 11 N11 -0.036 -0.002 -1.023 4.42e-3 1.606e-3 1.718e-4 292 11 N12 0.024 -0.002 -0.322 2.584e-3 0 6.755e-4 293 11 N13 -0.121 -0.356 -1.048 -5.229e-3 2.729e-3 -3.586e-4 294 11 N14 -0.121 -0.256 -0.369 -9.141e-4 2.181e-3 -5.645e-4 295 11 N15 -0.021 -0.256 -0.27 5.399e-4 1.232e-3 -4.912e-4 296 11 N16 0.052 -0.315 -0.27 -8.542e-5 1.032e-3 -4.912e-4 297 11 N17 -0.023 0.016 -1.137 -6.135e-3 1.46e-3 -3.806e-4 298 11 N18 -0.121 -0.371 -1.137 -6.128e-3 1.824e-3 -3.806e-4 299 11 N19 -0.04 -0.027 -0.369 -2.583e-3 1.617e-3 3.688e-4 300 11 N20 -0.041 -0.051 -1.048 -4.566e-3 1.683e-3 1.984e-4 301 11 N21 -0.041 -0.058 -1.137 -6.135e-3 1.46e-3 -3.806e-4 302 11 N22 -0.021 -0.029 -0.351 -1.786e-4 1.496e-3 2.684e-3 303 11 N23 0.052 -0.073 -0.351 -1.93e-3 1.368e-3 3.654e-3 304 11 N24 -0.04 -0.031 -0.351 -2.005e-3 1.587e-3 2.093e-3 305 11 N25 -0.121 -0.224 -0.27 5.018e-4 1.514e-3 -4.912e-4 306 11 N27 0.067 -0.002 -0.368 -2.605e-4 0 1.444e-3 307 11 N28 0.066 -0.05 -0.351 -1.882e-3 1.045e-3 3.654e-3 308 11 N29 0.066 -0.314 -0.27 -8.496e-5 1.166e-3 -4.912e-4 309 12 N1 0 0 0 6.27e-4 -3.376e-4 -4.134e-3 310 12 N2 0 0 0 9.336e-4 -3.514e-4 -3.751e-3 311 12 N3 0 -0.005 0 1.803e-4 -3.376e-4 4.145e-3 312 12 N4 0 -0.003 0 1.107e-3 -3.514e-4 2.789e-3 313 12 N5 0.315 -0.004 0.009 -1.062e-3 -3.376e-4 1.147e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 34 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 314 12 N6 0.313 -0.002 -0.008 -2.06e-3 -3.514e-4 3.992e-4 315 12 N7 0 0 0 2.888e-4 0 -7.299e-3 316 12 N8 0 -0.002 0 2.917e-4 0 7.03e-3 317 12 N9 0.586 -0.034 0.009 -2.487e-3 -8.612e-4 2.834e-3 318 12 N10 0.253 -0.005 -0.008 -2.997e-5 -3.376e-4 2.218e-3 319 12 N11 0.253 -0.003 -0.058 -4.557e-4 -3.514e-4 2.082e-3 320 12 N12 0.447 -0.002 -0.008 -2.587e-4 0 4.509e-3 321 12 N13 0.33 -0.28 -0.008 -4.058e-3 -8.917e-5 -2.824e-6 322 12 N14 0.33 -0.248 0.009 -6.645e-4 -8.207e-5 -2.586e-4 323 12 N15 0.315 -0.263 -0.008 5.014e-4 3.94e-4 -2.009e-4 324 12 N16 0.586 -0.321 -0.008 -7.79e-5 2.285e-4 -2.009e-4 325 12 N17 0.315 0.02 -0.001 -4.772e-3 -2.534e-4 -2.518e-5 326 12 N18 0.33 -0.281 -0.001 -4.765e-3 -2.22e-4 -2.518e-5 327 12 N19 0.318 -0.027 0.009 -2.537e-3 -2.752e-4 4.094e-4 328 12 N20 0.318 -0.036 -0.008 -3.324e-3 -3.047e-4 3.244e-4 329 12 N21 0.318 -0.038 -0.001 -4.772e-3 -2.534e-4 -2.518e-5 330 12 N22 0.315 -0.029 0.004 -2.137e-4 -3.071e-4 2.726e-3 331 12 N23 0.586 -0.074 0.003 -1.92e-3 -3.007e-4 3.757e-3 332 12 N24 0.318 -0.032 0.004 -2.04e-3 -2.36e-4 2.237e-3 333 12 N25 0.33 -0.234 -0.008 4.492e-4 -4.559e-4 -2.009e-4 334 12 N27 0.575 -0.002 0.009 -3.701e-4 0 1.586e-3 335 12 N28 0.587 -0.051 0.003 -1.874e-3 2.075e-4 3.757e-3 336 12 N29 0.587 -0.32 -0.008 -7.736e-5 1.704e-5 -2.009e-4 337 13 N1 0 0 0 3.97e-3 -9.456e-4 -9.06e-4 338 13 N2 0 0 0 9.109e-3 -1.055e-3 -4.518e-4 339 13 N3 0 -0.005 0 -3.704e-3 -9.456e-4 -1.451e-4 340 13 N4 0 -0.003 0 -7.836e-3 -1.055e-3 -2.781e-4 341 13 N5 0.021 -0.004 0.299 -1.167e-3 -9.456e-4 1.344e-3 342 13 N6 0.02 -0.002 0.756 -1.085e-3 -1.055e-3 4.481e-4 343 13 N7 0 0 0 3.603e-3 0 -6.026e-4 344 13 N8 0 -0.002 0 -3.611e-3 0 -7.325e-4 345 13 N9 0.003 -0.034 0.298 -2.512e-3 -7.021e-4 2.59e-3 346 13 N10 -0.004 -0.005 0.232 -2.246e-3 -9.456e-4 1.467e-4 347 13 N11 -0.004 -0.003 0.651 -4.024e-3 -1.055e-3 4.549e-4 348 13 N12 -0.033 -0.002 0.232 -2.436e-3 0 9.376e-5 349 13 N13 0.083 -0.221 0.756 -3.13e-3 -1.816e-3 3.079e-4 350 13 N14 0.083 -0.251 0.299 -5.501e-4 -1.407e-3 5.718e-5 351 13 N15 0.021 -0.277 0.238 3.51e-4 -7.228e-4 1.117e-4 352 13 N16 0.003 -0.306 0.238 -2.146e-4 -5.457e-4 1.117e-4 353 13 N17 0.022 0.022 0.814 -3.673e-3 -8.914e-4 2.853e-4 354 13 N18 0.083 -0.21 0.814 -3.667e-3 -1.165e-3 2.853e-4 355 13 N19 0.033 -0.028 0.299 -2.614e-3 -9.992e-4 6.09e-4 356 13 N20 0.033 -0.024 0.756 -2.37e-3 -1.094e-3 4.107e-4 357 13 N21 0.033 -0.022 0.814 -3.673e-3 -8.914e-4 2.853e-4 358 13 N22 0.021 -0.031 0.288 -3.094e-4 -9.217e-4 2.929e-3 359 13 N23 0.003 -0.071 0.289 -1.958e-3 -7.844e-4 3.516e-3 360 13 N24 0.033 -0.035 0.288 -2.162e-3 -9.832e-4 2.49e-3 361 13 N25 0.083 -0.257 0.238 2.963e-4 -9.33e-4 1.117e-4 362 13 N27 -0.005 -0.002 0.298 -4.586e-4 0 1.337e-3 363 13 N28 -0.005 -0.048 0.289 -1.913e-3 -5.552e-4 3.516e-3 364 13 N29 -0.005 -0.303 0.238 -2.14e-4 -6.41e-4 1.117e-4 365 14 N1 0 0 0 7.623e-4 5.752e-4 2.805e-3 366 14 N2 0 0 0 7.152e-4 5.245e-4 3.304e-3 367 14 N3 0 -0.005 0 1.088e-4 5.752e-4 -4.868e-3 368 14 N4 0 -0.003 0 1.299e-3 5.245e-4 -3.642e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 35 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 369 14 N5 -0.309 -0.004 0.017 -1.141e-3 5.752e-4 1.398e-3 370 14 N6 -0.309 -0.002 -0.027 -2.047e-3 5.245e-4 3.914e-4 371 14 N7 0 0 0 3.668e-4 0 5.342e-3 372 14 N8 0 -0.002 0 2.091e-4 0 -7.724e-3 373 14 N9 -0.538 -0.034 0.016 -2.525e-3 1.147e-3 2.451e-3 374 14 N10 -0.288 -0.005 -0.003 -1.05e-4 5.752e-4 -2.209e-3 375 14 N11 -0.288 -0.003 -0.075 -3.519e-4 5.245e-4 -1.416e-3 376 14 N12 -0.464 -0.002 -0.003 -3.109e-4 0 -3.821e-3 377 14 N13 -0.339 -0.278 -0.027 -4.e-3 3.549e-4 4.769e-5 378 14 N14 -0.339 -0.259 0.017 -7.479e-4 3.457e-4 -1.595e-4 379 14 N15 -0.309 -0.272 0.049 3.621e-4 -1.617e-4 -9.206e-5 380 14 N16 -0.538 -0.299 0.049 -2.406e-4 3.437e-5 -9.206e-5 381 14 N17 -0.309 0.018 -0.043 -4.684e-3 4.881e-4 2.525e-5 382 14 N18 -0.339 -0.276 -0.043 -4.677e-3 4.567e-4 2.525e-5 383 14 N19 -0.315 -0.028 0.017 -2.665e-3 5.212e-4 6.029e-4 384 14 N20 -0.315 -0.035 -0.027 -3.297e-3 4.996e-4 3.154e-4 385 14 N21 -0.315 -0.038 -0.043 -4.684e-3 4.881e-4 2.525e-5 386 14 N22 -0.309 -0.031 0.025 -2.932e-4 5.383e-4 2.922e-3 387 14 N23 -0.538 -0.07 0.026 -1.973e-3 5.787e-4 3.393e-3 388 14 N24 -0.315 -0.035 0.025 -2.149e-3 4.749e-4 2.403e-3 389 14 N25 -0.339 -0.252 0.049 3.192e-4 6.9e-4 -9.206e-5 390 14 N27 -0.523 -0.002 0.016 -3.775e-4 0 1.18e-3 391 14 N28 -0.535 -0.046 0.026 -1.926e-3 5.591e-5 3.393e-3 392 14 N29 -0.535 -0.296 0.049 -2.401e-4 2.519e-4 -9.206e-5 393 15 N1 0 0 0 -2.581e-3 1.182e-3 -4.237e-4 394 15 N2 0 0 0 -7.457e-3 1.226e-3 3.937e-6 395 15 N3 0 -0.005 0 3.993e-3 1.182e-3 -5.759e-4 396 15 N4 0 -0.003 0 1.024e-2 1.226e-3 -5.739e-4 397 15 N5 -0.015 -0.004 -0.273 -1.037e-3 1.182e-3 1.201e-3 398 15 N6 -0.015 -0.002 -0.79 -3.022e-3 1.226e-3 3.423e-4 399 15 N7 0 0 0 -2.948e-3 0 -1.352e-3 400 15 N8 0 -0.002 0 4.113e-3 0 3.677e-5 401 15 N9 0.045 -0.034 -0.273 -2.499e-3 9.866e-4 2.696e-3 402 15 N10 -0.031 -0.005 -0.243 2.112e-3 1.182e-3 -1.37e-4 403 15 N11 -0.031 -0.002 -0.784 3.215e-3 1.226e-3 2.121e-4 404 15 N12 0.016 -0.002 -0.243 1.867e-3 0 5.929e-4 405 15 N13 -0.092 -0.336 -0.79 -4.929e-3 2.08e-3 -2.633e-4 406 15 N14 -0.092 -0.255 -0.273 -8.621e-4 1.669e-3 -4.756e-4 407 15 N15 -0.015 -0.259 -0.197 5.128e-4 9.536e-4 -4.05e-4 408 15 N16 0.045 -0.314 -0.197 -1.039e-4 8.07e-4 -4.05e-4 409 15 N17 -0.017 0.016 -0.858 -5.783e-3 1.124e-3 -2.854e-4 410 15 N18 -0.092 -0.348 -0.858 -5.777e-3 1.398e-3 -2.854e-4 411 15 N19 -0.03 -0.027 -0.273 -2.587e-3 1.244e-3 4.031e-4 412 15 N20 -0.03 -0.047 -0.79 -4.252e-3 1.287e-3 2.288e-4 413 15 N21 -0.03 -0.053 -0.858 -5.783e-3 1.124e-3 -2.854e-4 414 15 N22 -0.015 -0.029 -0.259 -1.974e-4 1.151e-3 2.719e-3 415 15 N23 0.045 -0.072 -0.26 -1.934e-3 1.061e-3 3.634e-3 416 15 N24 -0.03 -0.032 -0.259 -2.027e-3 1.22e-3 2.15e-3 417 15 N25 -0.092 -0.229 -0.197 4.724e-4 1.165e-3 -4.05e-4 418 15 N27 0.057 -0.002 -0.273 -2.889e-4 0 1.428e-3 419 15 N28 0.056 -0.049 -0.26 -1.886e-3 8.171e-4 3.634e-3 420 15 N29 0.056 -0.313 -0.197 -1.034e-4 9.084e-4 -4.05e-4 421 16 N1 0 0 0 1.088e-3 -2.552e-4 -4.665e-3 422 16 N2 0 0 0 1.5e-3 -2.852e-4 -4.057e-3 423 16 N3 0 -0.009 0 2.685e-4 -2.552e-4 4.003e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 36 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 424 16 N4 0 -0.004 0 1.937e-3 -2.852e-4 2.59e-3 425 16 N5 0.326 -0.008 0.018 -1.782e-3 -2.552e-4 1.961e-3 426 16 N6 0.324 -0.004 -0.02 -3.474e-3 -2.852e-4 7.667e-4 427 16 N7 0 0 0 5.105e-4 0 -8.105e-3 428 16 N8 0 -0.004 0 4.487e-4 0 6.89e-3 429 16 N9 0.612 -0.046 0.018 -3.343e-3 -7.626e-4 4.728e-3 430 16 N10 0.248 -0.009 -0.011 -7.987e-5 -2.552e-4 2.315e-3 431 16 N11 0.248 -0.004 -0.104 -7.346e-4 -2.852e-4 2.346e-3 432 16 N12 0.447 -0.004 -0.011 -4.5e-4 0 4.829e-3 433 16 N13 0.336 -0.47 -0.02 -7.026e-3 5.138e-6 9.402e-5 434 16 N14 0.336 -0.417 0.018 -1.152e-3 1.017e-5 -5.118e-4 435 16 N15 0.326 -0.439 0.007 8.558e-4 4.759e-4 -4.262e-4 436 16 N16 0.612 -0.529 0.007 -1.877e-4 3.2e-4 -4.262e-4 437 16 N17 0.326 0.053 -0.016 -8.256e-3 -1.706e-4 6.544e-5 438 16 N18 0.336 -0.467 -0.016 -8.25e-3 -1.383e-4 6.544e-5 439 16 N19 0.328 -0.046 0.018 -4.277e-3 -1.899e-4 5.654e-4 440 16 N20 0.328 -0.06 -0.02 -5.59e-3 -2.323e-4 8.363e-4 441 16 N21 0.328 -0.046 -0.016 -8.256e-3 -1.706e-4 6.544e-5 442 16 N22 0.326 -0.049 0.014 -2.564e-4 -2.263e-4 4.569e-3 443 16 N23 0.612 -0.114 0.013 -2.827e-3 -2.043e-4 6.3e-3 444 16 N24 0.328 -0.053 0.014 -3.448e-3 -1.518e-4 3.748e-3 445 16 N25 0.336 -0.389 0.007 7.755e-4 -3.736e-4 -4.262e-4 446 16 N27 0.602 -0.004 0.018 -6.159e-4 0 2.585e-3 447 16 N28 0.614 -0.08 0.013 -2.767e-3 2.993e-4 6.3e-3 448 16 N29 0.614 -0.526 0.007 -1.873e-4 1.105e-4 -4.262e-4 449 17 N1 0 0 0 4.516e-3 -8.806e-4 -1.352e-3 450 17 N2 0 0 0 9.831e-3 -1.006e-3 -6.716e-4 451 17 N3 0 -0.009 0 -3.703e-3 -8.806e-4 -3.87e-4 452 17 N4 0 -0.004 0 -7.152e-3 -1.006e-3 -5.475e-4 453 17 N5 0.025 -0.008 0.315 -1.895e-3 -8.806e-4 2.157e-3 454 17 N6 0.024 -0.004 0.758 -2.496e-3 -1.006e-3 8.108e-4 455 17 N7 0 0 0 3.91e-3 0 -1.299e-3 456 17 N8 0 -0.004 0 -3.542e-3 0 -9.796e-4 457 17 N9 0.02 -0.047 0.314 -3.369e-3 -6.178e-4 4.467e-3 458 17 N10 -0.014 -0.009 0.235 -2.355e-3 -8.806e-4 1.877e-4 459 17 N11 -0.014 -0.004 0.617 -4.378e-3 -1.006e-3 6.727e-4 460 17 N12 -0.039 -0.004 0.235 -2.686e-3 0 3.396e-4 461 17 N13 0.083 -0.411 0.758 -6.094e-3 -1.749e-3 4.076e-4 462 17 N14 0.083 -0.421 0.316 -1.043e-3 -1.337e-3 -1.935e-4 463 17 N15 0.025 -0.453 0.258 6.979e-4 -6.555e-4 -1.113e-4 464 17 N16 0.02 -0.513 0.259 -3.3e-4 -4.667e-4 -1.113e-4 465 17 N17 0.026 0.055 0.814 -7.152e-3 -8.25e-4 3.787e-4 466 17 N18 0.083 -0.396 0.814 -7.146e-3 -1.101e-3 3.787e-4 467 17 N19 0.036 -0.047 0.316 -4.362e-3 -9.319e-4 7.649e-4 468 17 N20 0.036 -0.048 0.758 -4.633e-3 -1.04e-3 9.203e-4 469 17 N21 0.036 -0.031 0.814 -7.153e-3 -8.25e-4 3.787e-4 470 17 N22 0.025 -0.052 0.305 -3.602e-4 -8.579e-4 4.773e-3 471 17 N23 0.02 -0.111 0.306 -2.866e-3 -7.035e-4 6.042e-3 472 17 N24 0.036 -0.057 0.305 -3.578e-3 -9.165e-4 4.002e-3 473 17 N25 0.083 -0.413 0.258 6.147e-4 -8.676e-4 -1.113e-4 474 17 N27 0.013 -0.004 0.314 -7.146e-4 0 2.321e-3 475 17 N28 0.014 -0.077 0.306 -2.806e-3 -4.761e-4 6.042e-3 476 17 N29 0.014 -0.509 0.259 -3.296e-4 -5.613e-4 -1.113e-4 477 18 N1 0 0 0 1.225e-3 6.59e-4 2.463e-3 478 18 N2 0 0 0 1.279e-3 5.943e-4 3.189e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 37 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 479 18 N3 0 -0.009 0 1.949e-4 6.59e-4 -5.227e-3 480 18 N4 0 -0.004 0 2.133e-3 5.943e-4 -3.994e-3 481 18 N5 -0.314 -0.008 0.027 -1.861e-3 6.59e-4 2.205e-3 482 18 N6 -0.314 -0.004 -0.039 -3.462e-3 5.943e-4 7.457e-4 483 18 N7 0 0 0 5.906e-4 0 4.734e-3 484 18 N8 0 -0.004 0 3.64e-4 0 -8.058e-3 485 18 N9 -0.528 -0.047 0.025 -3.381e-3 1.248e-3 4.318e-3 486 18 N10 -0.306 -0.009 -0.006 -1.564e-4 6.59e-4 -2.236e-3 487 18 N11 -0.306 -0.004 -0.121 -6.295e-4 5.943e-4 -1.255e-3 488 18 N12 -0.476 -0.004 -0.006 -5.037e-4 0 -3.635e-3 489 18 N13 -0.35 -0.468 -0.039 -6.966e-3 4.52e-4 1.429e-4 490 18 N14 -0.35 -0.428 0.027 -1.24e-3 4.399e-4 -4.139e-4 491 18 N15 -0.314 -0.448 0.063 7.104e-4 -7.857e-5 -3.186e-4 492 18 N16 -0.528 -0.506 0.064 -3.565e-4 1.271e-4 -3.186e-4 493 18 N17 -0.314 0.051 -0.059 -8.165e-3 5.727e-4 1.142e-4 494 18 N18 -0.35 -0.463 -0.059 -8.159e-3 5.427e-4 1.142e-4 495 18 N19 -0.321 -0.047 0.027 -4.404e-3 6.079e-4 7.54e-4 496 18 N20 -0.321 -0.06 -0.039 -5.565e-3 5.752e-4 8.185e-4 497 18 N21 -0.321 -0.047 -0.059 -8.165e-3 5.727e-4 1.142e-4 498 18 N22 -0.314 -0.052 0.035 -3.376e-4 6.206e-4 4.757e-3 499 18 N23 -0.528 -0.109 0.036 -2.879e-3 6.767e-4 5.909e-3 500 18 N24 -0.321 -0.057 0.035 -3.56e-3 5.611e-4 3.909e-3 501 18 N25 -0.35 -0.406 0.063 6.392e-4 7.743e-4 -3.186e-4 502 18 N27 -0.512 -0.004 0.025 -6.235e-4 0 2.152e-3 503 18 N28 -0.524 -0.075 0.036 -2.817e-3 1.489e-4 5.909e-3 504 18 N29 -0.524 -0.501 0.064 -3.562e-4 3.467e-4 -3.186e-4 505 19 N1 0 0 0 -2.204e-3 1.283e-3 -8.512e-4 506 19 N2 0 0 0 -7.048e-3 1.313e-3 -1.981e-4 507 19 N3 0 -0.009 0 4.167e-3 1.283e-3 -8.348e-4 508 19 N4 0 -0.004 0 1.122e-2 1.313e-3 -8.547e-4 509 19 N5 -0.013 -0.008 -0.271 -1.747e-3 1.283e-3 2.008e-3 510 19 N6 -0.013 -0.004 -0.816 -4.44e-3 1.313e-3 7.016e-4 511 19 N7 0 0 0 -2.81e-3 0 -2.07e-3 512 19 N8 0 -0.004 0 4.355e-3 0 -1.906e-4 513 19 N9 0.064 -0.046 -0.271 -3.355e-3 1.101e-3 4.579e-3 514 19 N10 -0.043 -0.009 -0.252 2.119e-3 1.283e-3 -1.072e-4 515 19 N11 -0.043 -0.004 -0.842 3.012e-3 1.313e-3 4.197e-4 516 19 N12 0.011 -0.004 -0.252 1.732e-3 0 8.53e-4 517 19 N13 -0.096 -0.527 -0.816 -7.898e-3 2.205e-3 -1.709e-4 518 19 N14 -0.096 -0.424 -0.271 -1.349e-3 1.786e-3 -7.326e-4 519 19 N15 -0.013 -0.434 -0.189 8.685e-4 1.051e-3 -6.338e-4 520 19 N16 0.064 -0.521 -0.189 -2.141e-4 9.121e-4 -6.338e-4 521 19 N17 -0.014 0.049 -0.889 -9.269e-3 1.225e-3 -1.992e-4 522 19 N18 -0.096 -0.535 -0.889 -9.263e-3 1.503e-3 -1.992e-4 523 19 N19 -0.029 -0.046 -0.271 -4.318e-3 1.348e-3 5.545e-4 524 19 N20 -0.029 -0.071 -0.816 -6.522e-3 1.381e-3 7.343e-4 525 19 N21 -0.029 -0.062 -0.889 -9.27e-3 1.225e-3 -1.992e-4 526 19 N22 -0.013 -0.049 -0.256 -2.338e-4 1.25e-3 4.553e-3 527 19 N23 0.064 -0.112 -0.257 -2.84e-3 1.174e-3 6.167e-3 528 19 N24 -0.029 -0.053 -0.256 -3.429e-3 1.324e-3 3.654e-3 529 19 N25 -0.096 -0.383 -0.188 8.001e-4 1.266e-3 -6.338e-4 530 19 N27 0.077 -0.004 -0.271 -5.246e-4 0 2.416e-3 531 19 N28 0.076 -0.078 -0.257 -2.777e-3 9.225e-4 6.167e-3 532 19 N29 0.076 -0.519 -0.189 -2.139e-4 1.017e-3 -6.338e-4 533 20 N1 0 0 0 3.259e-4 -5.371e-4 -4.964e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 38 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 534 20 N2 0 0 0 6.4e-4 -5.312e-4 -4.775e-3 535 20 N3 0 -0.003 0 1.349e-4 -5.371e-4 5.72e-3 536 20 N4 0 -0.002 0 5.936e-4 -5.312e-4 3.981e-3 537 20 N5 0.412 -0.003 0.002 -6.081e-4 -5.371e-4 5.941e-4 538 20 N6 0.411 -0.001 0.002 -1.241e-3 -5.312e-4 2.386e-4 539 20 N7 0 0 0 1.439e-4 0 -8.95e-3 540 20 N8 0 -0.001 0 2.058e-4 0 9.563e-3 541 20 N9 0.758 -0.02 0.003 -1.477e-3 -1.253e-3 1.833e-3 542 20 N10 0.346 -0.003 -0.007 1.004e-5 -5.371e-4 2.913e-3 543 20 N11 0.346 -0.002 -0.029 -3.112e-4 -5.312e-4 2.499e-3 544 20 N12 0.598 -0.001 -0.007 -1.355e-4 0 5.716e-3 545 20 N13 0.438 -0.169 0.002 -2.456e-3 -2.162e-4 -2.06e-5 546 20 N14 0.438 -0.145 0.002 -3.693e-4 -2.06e-4 -1.917e-4 547 20 N15 0.412 -0.154 -0.025 3.501e-4 4.403e-4 -1.606e-4 548 20 N16 0.758 -0.2 -0.025 1.111e-5 2.085e-4 -1.606e-4 549 20 N17 0.412 0.012 0.015 -2.894e-3 -4.235e-4 -3.399e-5 550 20 N18 0.438 -0.17 0.015 -2.89e-3 -3.817e-4 -3.399e-5 551 20 N19 0.418 -0.016 0.002 -1.475e-3 -4.57e-4 1.735e-4 552 20 N20 0.417 -0.021 0.002 -2.004e-3 -4.771e-4 1.954e-4 553 20 N21 0.417 -0.023 0.015 -2.894e-3 -4.235e-4 -3.399e-5 554 20 N22 0.412 -0.016 -0.005 -9.945e-5 -4.94e-4 1.561e-3 555 20 N23 0.758 -0.046 -0.006 -1.132e-3 -5.025e-4 2.38e-3 556 20 N24 0.418 -0.018 -0.005 -1.185e-3 -4.02e-4 1.28e-3 557 20 N25 0.438 -0.134 -0.025 3.152e-4 -6.934e-4 -1.606e-4 558 20 N27 0.742 -0.001 0.003 -2.191e-4 0 1.092e-3 559 20 N28 0.758 -0.032 -0.006 -1.104e-3 1.803e-4 2.38e-3 560 20 N29 0.758 -0.2 -0.025 1.142e-5 -7.563e-5 -1.606e-4 561 21 N1 0 0 0 4.73e-3 -1.334e-3 -7.139e-4 562 21 N2 0 0 0 1.142e-2 -1.455e-3 -4.321e-4 563 21 N3 0 -0.003 0 -4.988e-3 -1.334e-3 6.528e-5 564 21 N4 0 -0.002 0 -1.122e-2 -1.455e-3 -6.217e-5 565 21 N5 0.025 -0.003 0.385 -7.424e-4 -1.334e-3 8.568e-4 566 21 N6 0.025 -0.001 1.01 5.578e-5 -1.455e-3 3.063e-4 567 21 N7 0 0 0 4.509e-3 0 -9.178e-5 568 21 N8 0 -0.001 0 -4.942e-3 0 -7.168e-4 569 21 N9 -0.013 -0.02 0.383 -1.512e-3 -1.029e-3 1.516e-3 570 21 N10 0.008 -0.003 0.31 -2.909e-3 -1.334e-3 1.882e-4 571 21 N11 0.008 -0.002 0.908 -5.013e-3 -1.455e-3 3.585e-4 572 21 N12 -0.038 -0.001 0.31 -3.003e-3 0 -1.235e-4 573 21 N13 0.113 -0.091 1.01 -1.221e-3 -2.495e-3 3.915e-4 574 21 N14 0.113 -0.148 0.385 -2.142e-4 -1.953e-3 2.271e-4 575 21 N15 0.026 -0.172 0.299 1.539e-4 -1.037e-3 2.541e-4 576 21 N16 -0.014 -0.181 0.299 -1.677e-4 -8.142e-4 2.541e-4 577 21 N17 0.027 0.015 1.091 -1.434e-3 -1.261e-3 3.777e-4 578 21 N18 0.113 -0.076 1.091 -1.431e-3 -1.623e-3 3.777e-4 579 21 N19 0.042 -0.017 0.385 -1.573e-3 -1.408e-3 4.391e-4 580 21 N20 0.042 -0.006 1.01 -7.352e-4 -1.514e-3 3.114e-4 581 21 N21 0.042 -0.002 1.091 -1.434e-3 -1.261e-3 3.777e-4 582 21 N22 0.026 -0.019 0.369 -2.227e-4 -1.3e-3 1.831e-3 583 21 N23 -0.013 -0.042 0.37 -1.183e-3 -1.135e-3 2.068e-3 584 21 N24 0.042 -0.022 0.369 -1.342e-3 -1.384e-3 1.616e-3 585 21 N25 0.113 -0.164 0.299 1.161e-4 -1.316e-3 2.541e-4 586 21 N27 -0.026 -0.001 0.383 -3.318e-4 0 7.7e-4 587 21 N28 -0.024 -0.028 0.37 -1.156e-3 -8.27e-4 2.068e-3 588 21 N29 -0.024 -0.179 0.299 -1.673e-4 -9.425e-4 2.541e-4 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 39 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 589 22 N1 0 0 0 5.049e-4 6.78e-4 4.167e-3 590 22 N2 0 0 0 3.512e-4 6.334e-4 4.508e-3 591 22 N3 0 -0.003 0 4.091e-5 6.78e-4 -6.154e-3 592 22 N4 0 -0.002 0 8.466e-4 6.334e-4 -4.493e-3 593 22 N5 -0.408 -0.003 0.013 -7.135e-4 6.78e-4 9.322e-4 594 22 N6 -0.408 -0.001 -0.023 -1.223e-3 6.334e-4 2.354e-4 595 22 N7 0 0 0 2.466e-4 0 7.78e-3 596 22 N8 0 -0.001 0 9.703e-5 0 -9.982e-3 597 22 N9 -0.73 -0.021 0.012 -1.529e-3 1.423e-3 1.338e-3 598 22 N10 -0.367 -0.003 0 -8.907e-5 6.78e-4 -2.908e-3 599 22 N11 -0.367 -0.001 -0.05 -1.74e-4 6.334e-4 -2.1e-3 600 22 N12 -0.608 -0.001 0 -2.043e-4 0 -5.306e-3 601 22 N13 -0.444 -0.166 -0.023 -2.379e-3 3.737e-4 4.756e-5 602 22 N14 -0.444 -0.159 0.013 -4.779e-4 3.623e-4 -5.912e-5 603 22 N15 -0.409 -0.167 0.05 1.68e-4 -3.024e-4 -1.511e-5 604 22 N16 -0.73 -0.172 0.05 -2.022e-4 -5.223e-5 -1.511e-5 605 22 N17 -0.409 0.011 -0.041 -2.778e-3 5.628e-4 3.407e-5 606 22 N18 -0.444 -0.164 -0.041 -2.775e-3 5.208e-4 3.407e-5 607 22 N19 -0.416 -0.017 0.013 -1.645e-3 6.03e-4 4.336e-4 608 22 N20 -0.416 -0.021 -0.023 -1.968e-3 5.924e-4 1.883e-4 609 22 N21 -0.416 -0.023 -0.041 -2.778e-3 5.628e-4 3.407e-5 610 22 N22 -0.408 -0.02 0.022 -2.043e-4 6.311e-4 1.827e-3 611 22 N23 -0.73 -0.04 0.023 -1.204e-3 6.678e-4 1.909e-3 612 22 N24 -0.416 -0.023 0.022 -1.329e-3 5.437e-4 1.503e-3 613 22 N25 -0.444 -0.157 0.05 1.458e-4 8.322e-4 -1.511e-5 614 22 N27 -0.711 -0.001 0.012 -2.288e-4 0 5.663e-4 615 22 N28 -0.728 -0.026 0.023 -1.176e-3 -2.374e-5 1.909e-3 616 22 N29 -0.728 -0.17 0.05 -2.019e-4 2.355e-4 -1.511e-5 617 23 N1 0 0 0 -3.9e-3 1.472e-3 -8.434e-5 618 23 N2 0 0 0 -1.043e-2 1.554e-3 1.629e-4 619 23 N3 0 -0.003 0 5.165e-3 1.472e-3 -4.965e-4 620 23 N4 0 -0.002 0 1.265e-2 1.554e-3 -4.479e-4 621 23 N5 -0.022 -0.003 -0.369 -5.789e-4 1.472e-3 6.692e-4 622 23 N6 -0.022 -0.001 -1.03 -2.52e-3 1.554e-3 1.675e-4 623 23 N7 0 0 0 -4.12e-3 0 -1.075e-3 624 23 N8 0 -0.001 0 5.246e-3 0 2.934e-4 625 23 N9 0.042 -0.02 -0.369 -1.495e-3 1.197e-3 1.655e-3 626 23 N10 -0.028 -0.003 -0.317 2.831e-3 1.472e-3 -1.822e-4 627 23 N11 -0.028 -0.001 -0.987 4.525e-3 1.554e-3 4.175e-5 628 23 N12 0.027 -0.001 -0.317 2.664e-3 0 5.314e-4 629 23 N13 -0.118 -0.244 -1.03 -3.614e-3 2.65e-3 -3.649e-4 630 23 N14 -0.118 -0.155 -0.37 -6.329e-4 2.106e-3 -4.785e-4 631 23 N15 -0.022 -0.149 -0.275 3.646e-4 1.173e-3 -4.304e-4 632 23 N16 0.042 -0.191 -0.275 -2.333e-5 9.678e-4 -4.304e-4 633 23 N17 -0.024 0.008 -1.116 -4.239e-3 1.397e-3 -3.78e-4 634 23 N18 -0.118 -0.259 -1.116 -4.235e-3 1.759e-3 -3.78e-4 635 23 N19 -0.04 -0.016 -0.369 -1.547e-3 1.551e-3 1.677e-4 636 23 N20 -0.041 -0.036 -1.03 -3.238e-3 1.627e-3 7.177e-5 637 23 N21 -0.04 -0.043 -1.116 -4.239e-3 1.397e-3 -3.78e-4 638 23 N22 -0.022 -0.017 -0.352 -8.091e-5 1.434e-3 1.557e-3 639 23 N23 0.042 -0.044 -0.353 -1.152e-3 1.298e-3 2.221e-3 640 23 N24 -0.04 -0.018 -0.352 -1.171e-3 1.523e-3 1.167e-3 641 23 N25 -0.118 -0.127 -0.275 3.454e-4 1.452e-3 -4.304e-4 642 23 N27 0.056 -0.001 -0.369 -1.159e-4 0 8.888e-4 643 23 N28 0.055 -0.03 -0.353 -1.123e-3 9.809e-4 2.221e-3 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 40 Node Displacements (Continued) LC Node Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 644 23 N29 0.055 -0.191 -0.275 -2.307e-5 1.1e-3 -4.304e-4 AISC 15TH (360-16): ASD Member Steel Code Checks LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 1 1 M1 HSS5X5X6 0.157 11.104 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 2.05 H1-1b 2 1 M2 HSS5X5X6 0.11 10.901 0.007 14.456 y 43763.828 185029.94 26447.106 26447.106 1.544 H1-1b 3 1 M3 HSS5X5X6 0.092 10.891 0.006 14.307 z 53897.719 185029.94 26447.106 26447.106 1.379 H1-1b 4 1 M4 HSS6X4X5 0.075 8.677 0.174 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 5 1 M5 HSS6X4X5 0.069 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 6 1 M10 HSS5X4X5 0.194 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 7 1 M11 HSS5X4X5 0.227 0 0.111 0 y 123982.678 140119.76 16641.717 19436.128 1.777 H1-1b 8 1 M12 HSS5X4X5 0.239 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.828 H1-1b 9 1 M13 HSS5X4X5 0.143 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 10 1 M19 C12X30 0.039 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 27946.676 1.358 H1-1b 11 1 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.397 H1-1b* 12 1 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 13 1 M23 MC4X13.8 0.077 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.802 H1-1b 14 1 M24 MC4X13.8 0.095 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.072 H1-1b 15 1 M20 C12X30 0.055 15.065 0.005 5.331 y 10795.141 263772.455 8188.751 29373.117 1.284 H1-1b 16 1 M25 C12X30 0 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 17 2 M1 HSS5X5X6 0 20.5 0 20.5 y 53897.719 185029.94 26447.106 26447.106 1 H1-1b* 18 2 M2 HSS5X5X6 0 22.75 0 22.75 y 43763.828 185029.94 26447.106 26447.106 1 H1-1b* 19 2 M3 HSS5X5X6 0 20.5 0 20.5 y 53897.719 185029.94 26447.106 26447.106 1 H1-1b* 20 2 M4 HSS6X4X5 0 17 0 17 y 47675.413 157485.03 19336.327 25511.109 1 H1-1b* 21 2 M5 HSS6X4X5 0 16 0 16 y 53821.071 157485.03 19336.327 25547.244 1 H1-1b* 22 2 M10 HSS5X4X5 0 5.25 0 5.25 y 123982.678 140119.76 16641.717 19436.128 1 H1-1b* 23 2 M11 HSS5X4X5 0 5.25 0 5.25 y 123982.678 140119.76 16641.717 19436.128 1 H1-1b* 24 2 M12 HSS5X4X5 0 5.25 0 5.25 y 123982.678 140119.76 16641.717 19436.128 1 H1-1b* 25 2 M13 HSS5X4X5 0 5.25 0 5.25 y 123982.678 140119.76 16641.717 19436.128 1 H1-1b* 26 2 M19 C12X30 0 24.583 0 24.583 y 8843.17 263772.455 8188.751 20586.755 1 H1-1b* 27 2 M21 C12X30 0 5.25 0 5.25 y 160089.745 263772.455 8188.751 73682.939 1 H1-1b* 28 2 M22 MC4X13.8 0 6.01 0 6.01 y 58751.988 120658.683 5150.208 12947.971 1 H1-1b* 29 2 M23 MC4X13.8 0 20.333 0 20.333 y 5377.523 120658.683 5150.208 9413.79 1 H1-1b* 30 2 M24 MC4X13.8 0 18 0 18 y 6862.036 120658.683 5150.208 9989.533 1 H1-1b* 31 2 M20 C12X30 0 22.25 0 22.25 y 10795.141 263772.455 8188.751 22868.646 1 H1-1b* 32 2 M25 C12X30 0 4.25 0 4.25 y 190156.403 263772.455 8188.751 77846.907 1 H1-1b* 33 3 M1 HSS5X5X6 0.157 11.104 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 2.05 H1-1b 34 3 M2 HSS5X5X6 0.11 10.901 0.007 14.456 y 43763.828 185029.94 26447.106 26447.106 1.544 H1-1b 35 3 M3 HSS5X5X6 0.092 10.891 0.006 14.307 z 53897.719 185029.94 26447.106 26447.106 1.379 H1-1b 36 3 M4 HSS6X4X5 0.075 8.677 0.174 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 37 3 M5 HSS6X4X5 0.069 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 38 3 M10 HSS5X4X5 0.194 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 39 3 M11 HSS5X4X5 0.227 0 0.111 0 y 123982.678 140119.76 16641.717 19436.128 1.777 H1-1b 40 3 M12 HSS5X4X5 0.239 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.828 H1-1b 41 3 M13 HSS5X4X5 0.143 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 42 3 M19 C12X30 0.039 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 27946.676 1.358 H1-1b 43 3 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.397 H1-1b* 44 3 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 45 3 M23 MC4X13.8 0.077 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.802 H1-1b 46 3 M24 MC4X13.8 0.095 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.072 H1-1b 47 3 M20 C12X30 0.055 15.065 0.005 5.331 y 10795.141 263772.455 8188.751 29373.117 1.284 H1-1b 48 3 M25 C12X30 0 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 49 4 M1 HSS5X5X6 0.157 11.104 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 2.05 H1-1b 50 4 M2 HSS5X5X6 0.11 10.901 0.007 14.456 y 43763.828 185029.94 26447.106 26447.106 1.544 H1-1b 51 4 M3 HSS5X5X6 0.092 10.891 0.006 14.307 z 53897.719 185029.94 26447.106 26447.106 1.379 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 41 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 52 4 M4 HSS6X4X5 0.075 8.677 0.174 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 53 4 M5 HSS6X4X5 0.069 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 54 4 M10 HSS5X4X5 0.194 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 55 4 M11 HSS5X4X5 0.227 0 0.111 0 y 123982.678 140119.76 16641.717 19436.128 1.777 H1-1b 56 4 M12 HSS5X4X5 0.239 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.828 H1-1b 57 4 M13 HSS5X4X5 0.143 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 58 4 M19 C12X30 0.039 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 27946.676 1.358 H1-1b 59 4 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.397 H1-1b* 60 4 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 61 4 M23 MC4X13.8 0.077 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.802 H1-1b 62 4 M24 MC4X13.8 0.095 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.072 H1-1b 63 4 M20 C12X30 0.055 15.065 0.005 5.331 y 10795.141 263772.455 8188.751 29373.117 1.284 H1-1b 64 4 M25 C12X30 0 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 65 5 M1 HSS5X5X6 0.157 11.104 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 2.05 H1-1b 66 5 M2 HSS5X5X6 0.11 10.901 0.007 14.456 y 43763.828 185029.94 26447.106 26447.106 1.544 H1-1b 67 5 M3 HSS5X5X6 0.092 10.891 0.006 14.307 z 53897.719 185029.94 26447.106 26447.106 1.379 H1-1b 68 5 M4 HSS6X4X5 0.075 8.677 0.174 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 69 5 M5 HSS6X4X5 0.069 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 70 5 M10 HSS5X4X5 0.194 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 71 5 M11 HSS5X4X5 0.227 0 0.111 0 y 123982.678 140119.76 16641.717 19436.128 1.777 H1-1b 72 5 M12 HSS5X4X5 0.239 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.828 H1-1b 73 5 M13 HSS5X4X5 0.143 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 74 5 M19 C12X30 0.039 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 27946.676 1.358 H1-1b 75 5 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.397 H1-1b* 76 5 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 77 5 M23 MC4X13.8 0.077 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.802 H1-1b 78 5 M24 MC4X13.8 0.095 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.072 H1-1b 79 5 M20 C12X30 0.055 15.065 0.005 5.331 y 10795.141 263772.455 8188.751 29373.117 1.284 H1-1b 80 5 M25 C12X30 0 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 81 6 M1 HSS5X5X6 0.301 11.104 0.017 14.307 z 53897.719 185029.94 26447.106 26447.106 1.973 H1-1b 82 6 M2 HSS5X5X6 0.218 10.901 0.011 14.456 y 43763.828 185029.94 26447.106 26447.106 1.689 H1-1b 83 6 M3 HSS5X5X6 0.183 10.891 0.012 14.307 z 53897.719 185029.94 26447.106 26447.106 1.38 H1-1b 84 6 M4 HSS6X4X5 0.194 0.885 0.331 0 y 47675.413 157485.03 19336.327 25698.603 1.118 H3-6 85 6 M5 HSS6X4X5 0.071 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 86 6 M10 HSS5X4X5 0.371 0 0.065 0 y 123982.678 140119.76 16641.717 19436.128 1.865 H1-1b 87 6 M11 HSS5X4X5 0.438 0 0.237 0 y 123982.678 140119.76 16641.717 19436.128 1.805 H1-1b 88 6 M12 HSS5X4X5 0.454 0 0.255 0 y 123982.678 140119.76 16641.717 19436.128 1.842 H1-1b 89 6 M13 HSS5X4X5 0.279 0 0.095 1.039 y 123982.678 140119.76 16641.717 19436.128 1.85 H1-1b 90 6 M19 C12X30 0.083 10.499 0.02 19.206 y 8843.17 263772.455 8188.751 27593.533 1.34 H1-1b 91 6 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.357 H1-1b* 92 6 M22 MC4X13.8 0.023 2.379 0.008 0 y 58751.988 120658.683 5150.208 13797.405 1.152 H1-1b 93 6 M23 MC4X13.8 0.176 19.274 0.034 3.177 y 5377.523 120658.683 5150.208 13797.405 2.666 H1-1b 94 6 M24 MC4X13.8 0.198 1.125 0.033 0.938 y 6862.036 120658.683 5150.208 13797.405 2.201 H1-1b 95 6 M20 C12X30 0.111 14.833 0.009 5.331 y 10795.141 263772.455 8188.751 29842.478 1.305 H1-1b 96 6 M25 C12X30 0 4.25 0.018 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 97 7 M1 HSS5X5X6 0.265 11.104 0.015 14.307 z 53897.719 185029.94 26447.106 26447.106 1.986 H1-1b 98 7 M2 HSS5X5X6 0.191 10.901 0.01 14.456 y 43763.828 185029.94 26447.106 26447.106 1.666 H1-1b 99 7 M3 HSS5X5X6 0.16 10.891 0.01 14.307 z 53897.719 185029.94 26447.106 26447.106 1.38 H1-1b 100 7 M4 HSS6X4X5 0.161 0.885 0.292 0 y 47675.413 157485.03 19336.327 25698.603 1.121 H3-6 101 7 M5 HSS6X4X5 0.07 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 102 7 M10 HSS5X4X5 0.327 0 0.054 0 y 123982.678 140119.76 16641.717 19436.128 1.863 H1-1b 103 7 M11 HSS5X4X5 0.386 0 0.205 0 y 123982.678 140119.76 16641.717 19436.128 1.801 H1-1b 104 7 M12 HSS5X4X5 0.4 0 0.223 0 y 123982.678 140119.76 16641.717 19436.128 1.84 H1-1b 105 7 M13 HSS5X4X5 0.245 0 0.09 0 y 123982.678 140119.76 16641.717 19436.128 1.848 H1-1b 106 7 M19 C12X30 0.071 10.499 0.018 19.206 y 8843.17 263772.455 8188.751 27380.224 1.33 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 42 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 107 7 M21 C12X30 0 4.211 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.364 H1-1b* 108 7 M22 MC4X13.8 0.02 2.379 0.007 0 y 58751.988 120658.683 5150.208 13797.405 1.15 H1-1b 109 7 M23 MC4X13.8 0.151 19.274 0.03 3.177 y 5377.523 120658.683 5150.208 13797.405 2.695 H1-1b 110 7 M24 MC4X13.8 0.172 1.125 0.029 0.938 y 6862.036 120658.683 5150.208 13797.405 2.182 H1-1b 111 7 M20 C12X30 0.097 14.833 0.008 5.331 y 10795.141 263772.455 8188.751 29771.522 1.302 H1-1b 112 7 M25 C12X30 0 4.25 0.016 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 113 8 M1 HSS5X5X6 0.235 10.891 0.015 14.307 y 53897.719 185029.94 26447.106 26447.106 1.292 H1-1b 114 8 M2 HSS5X5X6 0.226 10.901 0.014 14.456 y 43763.828 185029.94 26447.106 26447.106 1.479 H1-1b 115 8 M3 HSS5X5X6 0.298 10.891 0.014 20.5 y 53897.719 185029.94 26447.106 26447.106 1.356 H1-1b 116 8 M4 HSS6X4X5 0.166 9.563 0.172 0 y 47675.413 157485.03 19336.327 25698.603 1.143 H1-1b 117 8 M5 HSS6X4X5 0.073 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 118 8 M10 HSS5X4X5 0.195 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 119 8 M11 HSS5X4X5 0.239 0 0.106 0 y 123982.678 140119.76 16641.717 19436.128 1.778 H1-1b 120 8 M12 HSS5X4X5 0.261 0 0.126 0 y 123982.678 140119.76 16641.717 19436.128 1.825 H1-1b 121 8 M13 HSS5X4X5 0.247 0 0.089 0.984 z 123982.678 140119.76 16641.717 19436.128 1.837 H1-1b 122 8 M19 C12X30 0.044 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 26742.817 1.299 H1-1b 123 8 M21 C12X30 0.002 0.492 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.396 H1-1b 124 8 M22 MC4X13.8 0.011 2.567 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 125 8 M23 MC4X13.8 0.102 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.759 H1-1b 126 8 M24 MC4X13.8 0.205 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.069 H1-1b 127 8 M20 C12X30 0.088 5.331 0.008 22.25 z 10795.141 263772.455 8188.751 29085.913 1.272 H1-1b 128 8 M25 C12X30 0.002 4.25 0.012 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 129 9 M1 HSS5X5X6 0.248 10.891 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 1.846 H1-1b 130 9 M2 HSS5X5X6 0.352 10.901 0.015 10.901 z 43763.828 185029.94 26447.106 26447.106 1.314 H1-1b 131 9 M3 HSS5X5X6 0.191 11.104 0.007 14.307 z 53897.719 185029.94 26447.106 26447.106 1.596 H1-1b 132 9 M4 HSS6X4X5 0.092 8.146 0.172 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 133 9 M5 HSS6X4X5 0.194 8 0.018 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 134 9 M10 HSS5X4X5 0.199 0 0.029 0 y 123982.678 140119.76 16641.717 19436.128 1.847 H1-1b 135 9 M11 HSS5X4X5 0.227 0 0.106 0 y 123982.678 140119.76 16641.717 19436.128 1.787 H1-1b 136 9 M12 HSS5X4X5 0.254 0 0.127 0 y 123982.678 140119.76 16641.717 19436.128 1.822 H1-1b 137 9 M13 HSS5X4X5 0.165 0 0.079 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 138 9 M19 C12X30 0.073 19.206 0.008 19.206 y 8843.17 263772.455 8188.751 27824.718 1.352 H1-1b 139 9 M21 C12X30 0.018 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.401 H1-1b 140 9 M22 MC4X13.8 0.01 2.567 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 141 9 M23 MC4X13.8 0.119 19.274 0.016 3.177 y 5377.523 120658.683 5150.208 13797.405 2.837 H1-1b 142 9 M24 MC4X13.8 0.119 1.125 0.015 0.938 y 6862.036 120658.683 5150.208 13797.405 2.083 H1-1b 143 9 M20 C12X30 0.063 16.919 0.005 5.331 y 10795.141 263772.455 8188.751 28950.418 1.266 H1-1b 144 9 M25 C12X30 0.001 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 145 10 M1 HSS5X5X6 0.259 11.104 0.013 20.5 y 53897.719 185029.94 26447.106 26447.106 1.959 H1-1b 146 10 M2 HSS5X5X6 0.189 10.901 0.006 22.75 y 43763.828 185029.94 26447.106 26447.106 1.286 H1-1b 147 10 M3 HSS5X5X6 0.282 11.104 0.019 20.5 y 53897.719 185029.94 26447.106 26447.106 1.62 H1-1b 148 10 M4 HSS6X4X5 0.178 9.563 0.176 0 y 47675.413 157485.03 19336.327 25698.603 1.141 H1-1b 149 10 M5 HSS6X4X5 0.066 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 150 10 M10 HSS5X4X5 0.192 0 0.034 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 151 10 M11 HSS5X4X5 0.246 0 0.116 0 y 123982.678 140119.76 16641.717 19436.128 1.776 H1-1b 152 10 M12 HSS5X4X5 0.248 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.832 H1-1b 153 10 M13 HSS5X4X5 0.249 0 0.084 0.984 z 123982.678 140119.76 16641.717 19436.128 1.832 H1-1b 154 10 M19 C12X30 0.045 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 29816.852 1.448 H1-1b 155 10 M21 C12X30 0.002 0.492 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.399 H1-1b 156 10 M22 MC4X13.8 0.011 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 157 10 M23 MC4X13.8 0.085 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.844 H1-1b 158 10 M24 MC4X13.8 0.152 1.125 0.018 0.938 y 6862.036 120658.683 5150.208 13797.405 2.076 H1-1b 159 10 M20 C12X30 0.083 19.005 0.008 22.25 z 10795.141 263772.455 8188.751 29666.966 1.297 H1-1b 160 10 M25 C12X30 0.002 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 161 11 M1 HSS5X5X6 0.274 11.104 0.012 14.307 z 53897.719 185029.94 26447.106 26447.106 2.283 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 43 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 162 11 M2 HSS5X5X6 0.324 11.138 0.018 22.75 z 43763.828 185029.94 26447.106 26447.106 1.914 H1-1b 163 11 M3 HSS5X5X6 0.179 10.891 0.011 20.5 z 53897.719 185029.94 26447.106 26447.106 1.469 H1-1b 164 11 M4 HSS6X4X5 0.083 8.146 0.175 0 y 47675.413 157485.03 19336.327 25698.603 1.143 H1-1b 165 11 M5 HSS6X4X5 0.189 8 0.018 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 166 11 M10 HSS5X4X5 0.189 0 0.04 0 y 123982.678 140119.76 16641.717 19436.128 1.861 H1-1b 167 11 M11 HSS5X4X5 0.249 0 0.116 0 y 123982.678 140119.76 16641.717 19436.128 1.769 H1-1b 168 11 M12 HSS5X4X5 0.245 0 0.123 0 y 123982.678 140119.76 16641.717 19436.128 1.834 H1-1b 169 11 M13 HSS5X4X5 0.169 0 0.081 0 y 123982.678 140119.76 16641.717 19436.128 1.834 H1-1b 170 11 M19 C12X30 0.089 19.206 0.012 19.206 y 8843.17 263772.455 8188.751 30115.116 1.463 H1-1b 171 11 M21 C12X30 0.018 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.396 H1-1b 172 11 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.137 H1-1b 173 11 M23 MC4X13.8 0.136 19.274 0.018 3.177 y 5377.523 120658.683 5150.208 13797.405 2.766 H1-1b 174 11 M24 MC4X13.8 0.146 1.125 0.02 0.938 y 6862.036 120658.683 5150.208 13797.405 2.061 H1-1b 175 11 M20 C12X30 0.068 16.919 0.004 5.331 y 10795.141 263772.455 8188.751 29785.13 1.302 H1-1b 176 11 M25 C12X30 0.001 4.25 0.012 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 177 12 M1 HSS5X5X6 0.21 10.891 0.014 14.307 y 53897.719 185029.94 26447.106 26447.106 1.329 H1-1b 178 12 M2 HSS5X5X6 0.197 10.901 0.012 14.456 y 43763.828 185029.94 26447.106 26447.106 1.511 H1-1b 179 12 M3 HSS5X5X6 0.246 10.891 0.01 10.891 y 53897.719 185029.94 26447.106 26447.106 1.385 H1-1b 180 12 M4 HSS6X4X5 0.142 9.385 0.172 0 y 47675.413 157485.03 19336.327 25698.603 1.143 H1-1b 181 12 M5 HSS6X4X5 0.072 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 182 12 M10 HSS5X4X5 0.195 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 183 12 M11 HSS5X4X5 0.236 0 0.108 0 y 123982.678 140119.76 16641.717 19436.128 1.778 H1-1b 184 12 M12 HSS5X4X5 0.256 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.826 H1-1b 185 12 M13 HSS5X4X5 0.221 0 0.082 0.984 z 123982.678 140119.76 16641.717 19436.128 1.837 H1-1b 186 12 M19 C12X30 0.044 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 26540.785 1.289 H1-1b 187 12 M21 C12X30 0.002 0.82 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.396 H1-1b 188 12 M22 MC4X13.8 0.01 2.567 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 189 12 M23 MC4X13.8 0.095 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.77 H1-1b 190 12 M24 MC4X13.8 0.178 1.125 0.017 0.938 y 6862.036 120658.683 5150.208 13797.405 2.069 H1-1b 191 12 M20 C12X30 0.075 18.078 0.006 22.25 z 10795.141 263772.455 8188.751 29154.33 1.275 H1-1b 192 12 M25 C12X30 0.002 4.25 0.012 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 193 13 M1 HSS5X5X6 0.22 10.891 0.01 14.307 y 53897.719 185029.94 26447.106 26447.106 1.894 H1-1b 194 13 M2 HSS5X5X6 0.291 10.901 0.012 10.901 z 43763.828 185029.94 26447.106 26447.106 1.333 H1-1b 195 13 M3 HSS5X5X6 0.162 10.891 0.007 14.307 z 53897.719 185029.94 26447.106 26447.106 1.499 H1-1b 196 13 M4 HSS6X4X5 0.088 8.323 0.173 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 197 13 M5 HSS6X4X5 0.163 8 0.014 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 198 13 M10 HSS5X4X5 0.198 0 0.031 0 y 123982.678 140119.76 16641.717 19436.128 1.849 H1-1b 199 13 M11 HSS5X4X5 0.226 0 0.107 0 y 123982.678 140119.76 16641.717 19436.128 1.784 H1-1b 200 13 M12 HSS5X4X5 0.25 0 0.126 0 y 123982.678 140119.76 16641.717 19436.128 1.823 H1-1b 201 13 M13 HSS5X4X5 0.159 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.835 H1-1b 202 13 M19 C12X30 0.065 19.206 0.009 19.206 y 8843.17 263772.455 8188.751 27317.126 1.327 H1-1b 203 13 M21 C12X30 0.013 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.4 H1-1b 204 13 M22 MC4X13.8 0.01 2.567 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 205 13 M23 MC4X13.8 0.107 19.274 0.016 3.177 y 5377.523 120658.683 5150.208 13797.405 2.829 H1-1b 206 13 M24 MC4X13.8 0.112 1.125 0.016 0.938 y 6862.036 120658.683 5150.208 13797.405 2.08 H1-1b 207 13 M20 C12X30 0.06 16.456 0.005 5.331 y 10795.141 263772.455 8188.751 29057.114 1.271 H1-1b 208 13 M25 C12X30 0.001 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 209 14 M1 HSS5X5X6 0.234 11.104 0.01 20.5 y 53897.719 185029.94 26447.106 26447.106 2.243 H1-1b 210 14 M2 HSS5X5X6 0.162 10.901 0.005 22.75 y 43763.828 185029.94 26447.106 26447.106 1.277 H1-1b 211 14 M3 HSS5X5X6 0.229 11.104 0.015 20.5 y 53897.719 185029.94 26447.106 26447.106 1.747 H1-1b 212 14 M4 HSS6X4X5 0.152 9.385 0.175 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 213 14 M5 HSS6X4X5 0.066 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 214 14 M10 HSS5X4X5 0.193 0 0.035 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 215 14 M11 HSS5X4X5 0.24 0 0.115 0 y 123982.678 140119.76 16641.717 19436.128 1.777 H1-1b 216 14 M12 HSS5X4X5 0.245 0 0.125 0 y 123982.678 140119.76 16641.717 19436.128 1.831 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 44 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 217 14 M13 HSS5X4X5 0.222 0 0.08 0 y 123982.678 140119.76 16641.717 19436.128 1.833 H1-1b 218 14 M19 C12X30 0.043 19.206 0.01 19.206 y 8843.17 263772.455 8188.751 29355.061 1.426 H1-1b 219 14 M21 C12X30 0.002 0.82 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.399 H1-1b 220 14 M22 MC4X13.8 0.011 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 221 14 M23 MC4X13.8 0.081 19.274 0.017 3.177 y 5377.523 120658.683 5150.208 13797.405 2.833 H1-1b 222 14 M24 MC4X13.8 0.136 1.125 0.018 0.938 y 6862.036 120658.683 5150.208 13797.405 2.075 H1-1b 223 14 M20 C12X30 0.074 18.078 0.006 22.25 z 10795.141 263772.455 8188.751 29593.498 1.294 H1-1b 224 14 M25 C12X30 0.001 4.25 0.011 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 225 15 M1 HSS5X5X6 0.245 11.104 0.011 14.307 z 53897.719 185029.94 26447.106 26447.106 2.222 H1-1b 226 15 M2 HSS5X5X6 0.268 11.138 0.015 22.75 z 43763.828 185029.94 26447.106 26447.106 1.81 H1-1b 227 15 M3 HSS5X5X6 0.149 10.891 0.009 20.5 z 53897.719 185029.94 26447.106 26447.106 1.449 H1-1b 228 15 M4 HSS6X4X5 0.08 8.323 0.175 0 y 47675.413 157485.03 19336.327 25698.603 1.143 H1-1b 229 15 M5 HSS6X4X5 0.159 8 0.014 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 230 15 M10 HSS5X4X5 0.19 0 0.039 0 y 123982.678 140119.76 16641.717 19436.128 1.859 H1-1b 231 15 M11 HSS5X4X5 0.243 0 0.115 0 y 123982.678 140119.76 16641.717 19436.128 1.771 H1-1b 232 15 M12 HSS5X4X5 0.243 0 0.124 0 y 123982.678 140119.76 16641.717 19436.128 1.833 H1-1b 233 15 M13 HSS5X4X5 0.163 0 0.081 0 y 123982.678 140119.76 16641.717 19436.128 1.834 H1-1b 234 15 M19 C12X30 0.076 19.206 0.012 19.206 y 8843.17 263772.455 8188.751 29610.145 1.438 H1-1b 235 15 M21 C12X30 0.013 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.396 H1-1b 236 15 M22 MC4X13.8 0.01 2.504 0.003 0 y 58751.988 120658.683 5150.208 13797.405 1.137 H1-1b 237 15 M23 MC4X13.8 0.121 19.274 0.018 3.177 y 5377.523 120658.683 5150.208 13797.405 2.775 H1-1b 238 15 M24 MC4X13.8 0.133 1.125 0.019 0.938 y 6862.036 120658.683 5150.208 13797.405 2.064 H1-1b 239 15 M20 C12X30 0.064 16.456 0.004 5.331 y 10795.141 263772.455 8188.751 29683.105 1.298 H1-1b 240 15 M25 C12X30 0.001 4.25 0.012 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 241 16 M1 HSS5X5X6 0.307 10.891 0.019 14.307 y 53897.719 185029.94 26447.106 26447.106 1.407 H1-1b 242 16 M2 HSS5X5X6 0.28 10.901 0.016 14.456 y 43763.828 185029.94 26447.106 26447.106 1.623 H1-1b 243 16 M3 HSS5X5X6 0.317 10.891 0.012 10.891 y 53897.719 185029.94 26447.106 26447.106 1.455 H1-1b 244 16 M4 HSS6X4X5 0.189 0.885 0.29 0 y 47675.413 157485.03 19336.327 25698.603 1.121 H3-6 245 16 M5 HSS6X4X5 0.074 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 246 16 M10 HSS5X4X5 0.328 0 0.053 0 y 123982.678 140119.76 16641.717 19436.128 1.863 H1-1b 247 16 M11 HSS5X4X5 0.394 0 0.202 0 y 123982.678 140119.76 16641.717 19436.128 1.802 H1-1b 248 16 M12 HSS5X4X5 0.417 0 0.223 0 y 123982.678 140119.76 16641.717 19436.128 1.838 H1-1b 249 16 M13 HSS5X4X5 0.323 0 0.09 0 y 123982.678 140119.76 16641.717 19436.128 1.849 H1-1b 250 16 M19 C12X30 0.073 10.243 0.018 19.206 y 8843.17 263772.455 8188.751 27682.683 1.345 H1-1b 251 16 M21 C12X30 0.002 0.602 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.364 H1-1b 252 16 M22 MC4X13.8 0.02 2.379 0.007 0 y 58751.988 120658.683 5150.208 13797.405 1.15 H1-1b 253 16 M23 MC4X13.8 0.17 19.274 0.03 3.177 y 5377.523 120658.683 5150.208 13797.405 2.646 H1-1b 254 16 M24 MC4X13.8 0.255 1.125 0.029 0.938 y 6862.036 120658.683 5150.208 13797.405 2.181 H1-1b 255 16 M20 C12X30 0.111 16.456 0.008 5.331 y 10795.141 263772.455 8188.751 29637.39 1.296 H1-1b 256 16 M25 C12X30 0.002 4.25 0.017 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 257 17 M1 HSS5X5X6 0.318 10.891 0.015 14.307 y 53897.719 185029.94 26447.106 26447.106 1.887 H1-1b 258 17 M2 HSS5X5X6 0.376 10.901 0.014 10.901 z 43763.828 185029.94 26447.106 26447.106 1.506 H1-1b 259 17 M3 HSS5X5X6 0.232 10.891 0.011 14.307 z 53897.719 185029.94 26447.106 26447.106 1.378 H1-1b 260 17 M4 HSS6X4X5 0.168 0.885 0.29 0 y 47675.413 157485.03 19336.327 25698.603 1.12 H3-6 261 17 M5 HSS6X4X5 0.164 8 0.014 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 262 17 M10 HSS5X4X5 0.331 0 0.058 0 y 123982.678 140119.76 16641.717 19436.128 1.86 H1-1b 263 17 M11 HSS5X4X5 0.383 0 0.202 0 y 123982.678 140119.76 16641.717 19436.128 1.806 H1-1b 264 17 M12 HSS5X4X5 0.41 0 0.224 0 y 123982.678 140119.76 16641.717 19436.128 1.837 H1-1b 265 17 M13 HSS5X4X5 0.26 0 0.089 0 y 123982.678 140119.76 16641.717 19436.128 1.848 H1-1b 266 17 M19 C12X30 0.082 19.206 0.016 19.206 y 8843.17 263772.455 8188.751 28117.047 1.366 H1-1b 267 17 M21 C12X30 0.013 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.362 H1-1b 268 17 M22 MC4X13.8 0.02 2.379 0.007 0 y 58751.988 120658.683 5150.208 13797.405 1.15 H1-1b 269 17 M23 MC4X13.8 0.178 19.274 0.029 3.177 y 5377.523 120658.683 5150.208 13797.405 2.727 H1-1b 270 17 M24 MC4X13.8 0.187 1.125 0.028 0.938 y 6862.036 120658.683 5150.208 13797.405 2.187 H1-1b 271 17 M20 C12X30 0.1 15.529 0.008 5.331 y 10795.141 263772.455 8188.751 29577.237 1.293 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 45 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 272 17 M25 C12X30 0.001 4.25 0.016 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 273 18 M1 HSS5X5X6 0.344 11.104 0.015 14.307 z 53897.719 185029.94 26447.106 26447.106 2.884 H1-1b 274 18 M2 HSS5X5X6 0.218 10.901 0.006 22.75 z 43763.828 185029.94 26447.106 26447.106 1.448 H1-1b 275 18 M3 HSS5X5X6 0.287 11.104 0.017 20.5 y 53897.719 185029.94 26447.106 26447.106 2.121 H1-1b 276 18 M4 HSS6X4X5 0.191 0.885 0.293 0 y 47675.413 157485.03 19336.327 25698.603 1.12 H3-6 277 18 M5 HSS6X4X5 0.067 8 0.008 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 278 18 M10 HSS5X4X5 0.326 0 0.054 0 y 123982.678 140119.76 16641.717 19436.128 1.863 H1-1b 279 18 M11 HSS5X4X5 0.397 0 0.209 0 y 123982.678 140119.76 16641.717 19436.128 1.801 H1-1b 280 18 M12 HSS5X4X5 0.404 0 0.222 0 y 123982.678 140119.76 16641.717 19436.128 1.842 H1-1b 281 18 M13 HSS5X4X5 0.323 0 0.089 0 y 123982.678 140119.76 16641.717 19436.128 1.847 H1-1b 282 18 M19 C12X30 0.071 10.243 0.018 19.206 y 8843.17 263772.455 8188.751 27072.955 1.315 H1-1b 283 18 M21 C12X30 0.002 0.656 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.365 H1-1b 284 18 M22 MC4X13.8 0.021 2.379 0.007 0 y 58751.988 120658.683 5150.208 13797.405 1.15 H1-1b 285 18 M23 MC4X13.8 0.152 19.274 0.029 3.177 y 5377.523 120658.683 5150.208 13797.405 2.744 H1-1b 286 18 M24 MC4X13.8 0.212 1.125 0.03 0.938 y 6862.036 120658.683 5150.208 13797.405 2.184 H1-1b 287 18 M20 C12X30 0.11 16.456 0.008 5.331 y 10795.141 263772.455 8188.751 29905.518 1.308 H1-1b 288 18 M25 C12X30 0.001 4.25 0.016 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 289 19 M1 HSS5X5X6 0.355 11.104 0.017 14.307 z 53897.719 185029.94 26447.106 26447.106 2.091 H1-1b 290 19 M2 HSS5X5X6 0.335 11.138 0.017 22.75 z 43763.828 185029.94 26447.106 26447.106 1.852 H1-1b 291 19 M3 HSS5X5X6 0.197 10.891 0.01 20.5 z 53897.719 185029.94 26447.106 26447.106 1.424 H1-1b 292 19 M4 HSS6X4X5 0.16 0.885 0.293 0 y 47675.413 157485.03 19336.327 25698.603 1.121 H3-6 293 19 M5 HSS6X4X5 0.16 8 0.014 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 294 19 M10 HSS5X4X5 0.323 0 0.049 0 y 123982.678 140119.76 16641.717 19436.128 1.867 H1-1b 295 19 M11 HSS5X4X5 0.402 0 0.209 0 y 123982.678 140119.76 16641.717 19436.128 1.797 H1-1b 296 19 M12 HSS5X4X5 0.404 0 0.221 0 y 123982.678 140119.76 16641.717 19436.128 1.843 H1-1b 297 19 M13 HSS5X4X5 0.265 0 0.09 0 y 123982.678 140119.76 16641.717 19436.128 1.848 H1-1b 298 19 M19 C12X30 0.101 19.206 0.019 19.206 y 8843.17 263772.455 8188.751 26687.681 1.296 H1-1b 299 19 M21 C12X30 0.014 0 0.001 4.211 y 160089.745 263772.455 8188.751 84331.337 1.366 H1-1b 300 19 M22 MC4X13.8 0.02 2.379 0.007 0 y 58751.988 120658.683 5150.208 13797.405 1.15 H1-1b 301 19 M23 MC4X13.8 0.196 19.274 0.031 3.177 y 5377.523 120658.683 5150.208 13797.405 2.662 H1-1b 302 19 M24 MC4X13.8 0.211 1.125 0.031 0.938 y 6862.036 120658.683 5150.208 13797.405 2.177 H1-1b 303 19 M20 C12X30 0.104 15.529 0.008 5.331 y 10795.141 263772.455 8188.751 29963.821 1.31 H1-1b 304 19 M25 C12X30 0.001 4.25 0.016 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 305 20 M1 HSS5X5X6 0.181 10.891 0.011 14.307 y 53897.719 185029.94 26447.106 26447.106 1.241 H1-1b 306 20 M2 HSS5X5X6 0.181 10.901 0.012 14.456 y 43763.828 185029.94 26447.106 26447.106 1.437 H1-1b 307 20 M3 HSS5X5X6 0.259 10.891 0.015 20.5 y 53897.719 185029.94 26447.106 26447.106 1.317 H1-1b 308 20 M4 HSS6X4X5 0.138 9.74 0.108 0 z 47675.413 157485.03 19336.327 25698.603 1.144 H1-1b 309 20 M5 HSS6X4X5 0.046 8 0.005 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 310 20 M10 HSS5X4X5 0.118 0 0.021 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 311 20 M11 HSS5X4X5 0.148 0 0.062 0 y 123982.678 140119.76 16641.717 19436.128 1.779 H1-1b 312 20 M12 HSS5X4X5 0.165 0 0.078 0.984 z 123982.678 140119.76 16641.717 19436.128 1.823 H1-1b 313 20 M13 HSS5X4X5 0.19 0 0.064 0.984 z 123982.678 140119.76 16641.717 19436.128 1.839 H1-1b 314 20 M19 C12X30 0.028 19.206 0.006 19.206 y 8843.17 263772.455 8188.751 27279.316 1.325 H1-1b 315 20 M21 C12X30 0.002 0 0 4.211 y 160089.745 263772.455 8188.751 84331.337 1.395 H1-1b 316 20 M22 MC4X13.8 0.006 2.567 0.002 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 317 20 M23 MC4X13.8 0.071 19.274 0.01 3.177 y 5377.523 120658.683 5150.208 13797.405 2.663 H1-1b 318 20 M24 MC4X13.8 0.168 1.125 0.01 18 z 6862.036 120658.683 5150.208 13797.405 2.066 H1-1b 319 20 M20 C12X30 0.077 5.331 0.008 22.25 z 10795.141 263772.455 8188.751 28902.592 1.264 H1-1b 320 20 M25 C12X30 0.002 4.25 0.007 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 321 21 M1 HSS5X5X6 0.194 10.891 0.008 20.5 z 53897.719 185029.94 26447.106 26447.106 1.731 H1-1b 322 21 M2 HSS5X5X6 0.305 10.901 0.013 10.901 z 43763.828 185029.94 26447.106 26447.106 1.411 H1-1b 323 21 M3 HSS5X5X6 0.161 11.104 0.008 20.5 z 53897.719 185029.94 26447.106 26447.106 1.856 H1-1b 324 21 M4 HSS6X4X5 0.062 7.792 0.103 0 y 47675.413 157485.03 19336.327 25698.603 1.142 H1-1b 325 21 M5 HSS6X4X5 0.166 8 0.018 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 326 21 M10 HSS5X4X5 0.122 0 0.017 0 y 123982.678 140119.76 16641.717 19436.128 1.843 H1-1b Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ]Page 46 AISC 15TH (360-16): ASD Member Steel Code Checks (Continued) LC Member Shape UC MaxLoc[ft]Shear UCLoc[ft] Dir Pnc/om [lb]Pnt/om [lb]Mnyy/om [lb-ft]Mnzz/om [lb-ft] Cb Eqn 327 21 M11 HSS5X4X5 0.137 0 0.062 0 y 123982.678 140119.76 16641.717 19436.128 1.793 H1-1b 328 21 M12 HSS5X4X5 0.16 0 0.077 0 y 123982.678 140119.76 16641.717 19436.128 1.818 H1-1b 329 21 M13 HSS5X4X5 0.108 0 0.049 0.984 z 123982.678 140119.76 16641.717 19436.128 1.836 H1-1b 330 21 M19 C12X30 0.057 19.206 0.004 19.206 y 8843.17 263772.455 8188.751 29233.681 1.42 H1-1b 331 21 M21 C12X30 0.017 0 0.001 4.211 z 160089.745 263772.455 8188.751 84331.337 1.404 H1-1b 332 21 M22 MC4X13.8 0.006 2.567 0.002 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 333 21 M23 MC4X13.8 0.09 19.274 0.009 3.177 y 5377.523 120658.683 5150.208 13797.405 2.859 H1-1b 334 21 M24 MC4X13.8 0.083 1.125 0.008 0.938 y 6862.036 120658.683 5150.208 13797.405 2.089 H1-1b 335 21 M20 C12X30 0.05 5.331 0.004 22.25 z 10795.141 263772.455 8188.751 28687.102 1.254 H1-1b 336 21 M25 C12X30 0.001 4.25 0.006 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 337 22 M1 HSS5X5X6 0.195 11.104 0.013 20.5 y 53897.719 185029.94 26447.106 26447.106 1.623 H1-1b 338 22 M2 HSS5X5X6 0.155 10.901 0.005 10.901 y 43763.828 185029.94 26447.106 26447.106 1.323 H1-1b 339 22 M3 HSS5X5X6 0.252 11.104 0.018 20.5 y 53897.719 185029.94 26447.106 26447.106 1.473 H1-1b 340 22 M4 HSS6X4X5 0.148 9.563 0.112 0 z 47675.413 157485.03 19336.327 25698.603 1.141 H1-1b 341 22 M5 HSS6X4X5 0.04 8 0.005 16 y 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 342 22 M10 HSS5X4X5 0.115 0 0.021 0 y 123982.678 140119.76 16641.717 19436.128 1.854 H1-1b 343 22 M11 HSS5X4X5 0.156 0 0.072 0 y 123982.678 140119.76 16641.717 19436.128 1.776 H1-1b 344 22 M12 HSS5X4X5 0.153 0 0.077 0.984 z 123982.678 140119.76 16641.717 19436.128 1.834 H1-1b 345 22 M13 HSS5X4X5 0.192 0 0.06 0.984 z 123982.678 140119.76 16641.717 19436.128 1.831 H1-1b 346 22 M19 C12X30 0.03 19.206 0.006 19.206 y 8843.17 263772.455 8188.751 31019.461 1.507 H1-1b 347 22 M21 C12X30 0.002 0 0 4.211 y 160089.745 263772.455 8188.751 84331.337 1.4 H1-1b 348 22 M22 MC4X13.8 0.007 2.504 0.002 0 y 58751.988 120658.683 5150.208 13797.405 1.138 H1-1b 349 22 M23 MC4X13.8 0.057 19.274 0.011 20.333 z 5377.523 120658.683 5150.208 13797.405 2.872 H1-1b 350 22 M24 MC4X13.8 0.115 1.125 0.011 0.938 y 6862.036 120658.683 5150.208 13797.405 2.078 H1-1b 351 22 M20 C12X30 0.07 21.091 0.008 22.25 z 10795.141 263772.455 8188.751 29871.775 1.306 H1-1b 352 22 M25 C12X30 0.002 4.25 0.006 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* 353 23 M1 HSS5X5X6 0.21 11.104 0.009 20.5 z 53897.719 185029.94 26447.106 26447.106 2.451 H1-1b 354 23 M2 HSS5X5X6 0.282 11.138 0.017 22.75 z 43763.828 185029.94 26447.106 26447.106 2.226 H1-1b 355 23 M3 HSS5X5X6 0.154 10.891 0.01 20.5 z 53897.719 185029.94 26447.106 26447.106 1.515 H1-1b 356 23 M4 HSS6X4X5 0.054 7.792 0.106 0 y 47675.413 157485.03 19336.327 25698.603 1.143 H1-1b 357 23 M5 HSS6X4X5 0.162 8 0.018 16 z 53821.071 157485.03 19336.327 25698.603 1.136 H1-1b 358 23 M10 HSS5X4X5 0.111 0 0.026 0 y 123982.678 140119.76 16641.717 19436.128 1.866 H1-1b 359 23 M11 HSS5X4X5 0.158 0 0.072 0 y 123982.678 140119.76 16641.717 19436.128 1.764 H1-1b 360 23 M12 HSS5X4X5 0.149 0 0.074 0 y 123982.678 140119.76 16641.717 19436.128 1.839 H1-1b 361 23 M13 HSS5X4X5 0.112 0 0.052 0.984 z 123982.678 140119.76 16641.717 19436.128 1.834 H1-1b 362 23 M19 C12X30 0.073 19.206 0.008 19.206 y 8843.17 263772.455 8188.751 31332.17 1.522 H1-1b 363 23 M21 C12X30 0.017 0 0.001 4.211 z 160089.745 263772.455 8188.751 84331.337 1.395 H1-1b 364 23 M22 MC4X13.8 0.006 2.504 0.002 0 y 58751.988 120658.683 5150.208 13797.405 1.137 H1-1b 365 23 M23 MC4X13.8 0.105 19.274 0.012 20.333 z 5377.523 120658.683 5150.208 13797.405 2.743 H1-1b 366 23 M24 MC4X13.8 0.107 1.125 0.013 0.938 y 6862.036 120658.683 5150.208 13797.405 2.054 H1-1b 367 23 M20 C12X30 0.048 18.31 0.004 22.25 z 10795.141 263772.455 8188.751 30035.883 1.313 H1-1b 368 23 M25 C12X30 0.001 4.25 0.007 4.25 y 190156.403 263772.455 8188.751 84331.337 1.136 H1-1b* Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 1 M1 1 max 10375.836 6 382.863 16 191.922 23 0 23 0 23 0 23 2 min 0 2 -186.935 22 -370.507 17 0 1 0 1 0 1 3 2 max 10268.061 6 382.863 16 191.922 23 0 23 983.598 23 958.044 22 4 min 0 2 -186.935 22 -370.507 17 0 1 -1898.846 17 -1962.173 16 5 3 max 10160.287 6 382.863 16 191.922 23 0 23 1967.196 23 1916.088 22 6 min 0 2 -186.935 22 -370.507 17 0 1 -3797.692 17 -3924.346 16 7 4 max 107.774 12 664.92 10 403.771 21 0 23 2426.759 11 3407.714 10 8 min 0 2 -545.103 20 -473.514 11 0 1 -2069.324 21 -2793.654 20 9 5 max 0 23 664.92 10 403.771 21 0 23 0 23 0 23 10 min 0 1 -545.103 20 -473.514 11 0 1 0 1 0 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 47 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 11 M2 1 max 4909.751 6 307.874 8 456.917 23 0 23 0 23 0 23 12 min 0 2 -246.909 22 -730.052 9 0 1 0 1 0 1 13 2 max 4790.147 6 307.874 8 456.917 23 0 23 2598.718 23 1404.297 22 14 min 0 2 -246.909 22 -730.052 9 0 1 -4152.17 9 -1751.034 8 15 3 max 1999.239 6 173.902 22 0 2 0 23 7971.979 11 2571.638 22 16 min 0 2 -783.736 16 -310.711 6 0 1 -4908.418 21 -3244.345 8 17 4 max 119.603 17 281.359 18 637.557 21 0 23 5159.322 11 1600.23 18 18 min 0 2 -152.226 20 -907.134 11 0 1 -3626.105 21 -865.787 20 19 5 max 0 23 281.359 18 637.557 21 0 23 0 23 0 23 20 min 0 1 -152.226 20 -907.134 11 0 1 0 1 0 1 21 M3 1 max 4672.248 6 639.073 8 231.375 23 0 23 0 23 0 23 22 min 0 2 -416.88 22 -299.377 9 0 1 0 1 0 1 23 2 max 4564.474 6 639.073 8 231.375 23 0 23 1185.798 23 2136.509 22 24 min 0 2 -416.88 22 -299.377 9 0 1 -1534.309 9 -3275.251 8 25 3 max 4456.699 6 639.073 8 231.375 23 0 23 2371.596 23 4273.019 22 26 min 0 2 -416.88 22 -299.377 9 0 1 -3068.618 9 -6550.502 8 27 4 max 107.774 19 965.974 10 376.607 21 0 23 2802.791 11 4950.615 10 28 min 0 2 -747.111 20 -546.886 11 0 1 -1930.113 21 -3828.945 20 29 5 max 0 23 965.974 10 376.607 21 0 23 0 23 0 23 30 min 0 1 -747.111 20 -546.886 11 0 1 0 1 0 1 31 M4 1 max 801.285 17 2052.124 6 642.443 10 5396.209 6 0 23 0 23 32 min -92.107 23 0 2 -645.586 8 0 2 0 1 0 1 33 2 max 1110.909 10 234.034 8 422.08 22 0 23 633.38 10 0 2 34 min -628.319 20 0 2 -423.377 8 0 1 -616.469 20 -2049.739 6 35 3 max 1110.909 10 9.215 8 107.792 22 0 23 1758.147 10 0 2 36 min -628.319 20 -48.369 6 -109.09 8 0 1 -1746.872 20 -2322.096 6 37 4 max 1110.909 10 0 2 205.514 20 0 23 1546.677 10 0 2 38 min -628.319 20 -273.188 6 -206.841 10 0 1 -1541.04 20 -1638.605 6 39 5 max 1110.909 10 0 2 519.802 20 0 23 0 23 0 23 40 min -628.319 20 -498.007 6 -521.128 10 0 1 0 1 0 1 41 M5 1 max 851.876 16 423.189 19 591.6 23 0 23 0 23 0 23 42 min -265.889 22 0 2 -591.6 9 0 1 0 1 0 1 43 2 max 851.876 16 211.594 19 295.8 23 0 23 1774.8 23 0 2 44 min -265.889 22 0 2 -295.8 9 0 1 -1774.8 9 -1269.567 1 45 3 max 851.876 16 0 23 0 23 0 23 2366.4 23 0 2 46 min -265.889 22 0 1 0 1 0 1 -2366.4 9 -1692.756 1 47 4 max 851.876 16 0 2 295.8 21 0 23 1774.8 23 0 2 48 min -265.889 22 -211.594 1 -295.8 11 0 1 -1774.8 9 -1269.567 1 49 5 max 851.876 16 0 2 591.6 21 0 23 0 23 0 23 50 min -265.889 22 -423.189 1 -591.6 11 0 1 0 1 0 1 51 M6 1 max 144.023 21 2193 6 671.925 10 0 23 0 23 0 23 52 min -968.648 19 0 2 -671.925 20 0 1 0 1 0 1 53 2 max 144.023 21 1096.5 6 335.962 10 0 23 2141.761 10 0 2 54 min -968.648 19 0 2 -335.962 20 0 1 -2141.761 20 -6990.188 6 55 3 max 144.023 21 0 23 0 23 0 23 2855.681 10 0 2 56 min -968.648 19 0 1 0 1 0 1 -2855.681 20 -9320.25 6 57 4 max 144.023 21 0 2 335.963 8 0 23 2141.761 10 0 2 58 min -968.648 19 -1096.5 6 -335.963 22 0 1 -2141.761 20 -6990.188 6 59 5 max 144.023 21 0 2 671.925 8 0 23 0 23 0 23 60 min -968.648 19 -2193 6 -671.925 22 0 1 0 1 0 1 61 M7 1 max 0 2 1760 6 695.968 23 0 23 0 23 0 23 62 min -754.251 16 0 2 -695.968 9 0 1 0 1 0 1 63 2 max 0 2 880 6 365.656 23 0 23 2134.044 23 0 2 64 min -754.251 16 0 2 -365.656 9 0 1 -2134.044 9 -5280 6 65 3 max 0 2 0 23 11.165 23 0 23 2890.275 23 0 2 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 48 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 66 min -754.251 16 0 1 -11.165 9 0 1 -2890.275 9 -7040 6 67 4 max 0 2 0 2 356.332 21 0 23 2209.223 23 0 2 68 min -754.251 16 -880 6 -356.332 11 0 1 -2209.223 9 -5280 6 69 5 max 0 2 0 2 752.432 21 0 23 0 21 0 23 70 min -754.251 16 -1760 6 -752.432 11 0 1 0 11 0 1 71 M8 1 max 0 23 0 23 476.85 22 0 23 0 23 0 23 72 min 0 1 0 1 -476.85 8 0 1 0 1 0 1 73 2 max 0 23 0 23 238.425 22 0 23 1519.959 22 0 23 74 min 0 1 0 1 -238.425 8 0 1 -1519.959 8 0 1 75 3 max 0 23 0 23 0 23 0 23 2026.613 22 0 23 76 min 0 1 0 1 0 1 0 1 -2026.613 8 0 1 77 4 max 0 23 0 23 238.425 20 0 23 1519.959 22 0 23 78 min 0 1 0 1 -238.425 10 0 1 -1519.959 8 0 1 79 5 max 0 23 0 23 476.85 20 0 23 0 23 0 23 80 min 0 1 0 1 -476.85 10 0 1 0 1 0 1 81 M9 1 max 0 23 0 23 448.8 23 0 23 0 23 0 23 82 min 0 1 0 1 -448.8 9 0 1 0 1 0 1 83 2 max 0 23 0 23 224.4 23 0 23 1346.4 23 0 23 84 min 0 1 0 1 -224.4 9 0 1 -1346.4 9 0 1 85 3 max 0 23 0 23 0 23 0 23 1795.2 23 0 23 86 min 0 1 0 1 0 1 0 1 -1795.2 9 0 1 87 4 max 0 23 0 23 224.4 21 0 23 1346.4 23 0 23 88 min 0 1 0 1 -224.4 11 0 1 -1346.4 9 0 1 89 5 max 0 23 0 23 448.8 21 0 23 0 23 0 23 90 min 0 1 0 1 -448.8 11 0 1 0 1 0 1 91 M10 1 max 70.576 11 2248.166 6 212.38 21 201.557 6 0 23 7212.719 6 92 min -69.897 21 0 2 -276.844 11 -212.208 11 0 1 0 2 93 2 max 90.916 11 1193.269 6 42.025 9 31.659 21 127.442 23 4575.048 6 94 min -85.461 21 0 2 -32.366 23 -358.01 19 -165.473 9 0 2 95 3 max 90.916 11 1172.368 6 42.025 9 31.659 21 84.961 23 3022.601 6 96 min -85.461 21 0 2 -32.366 23 -358.01 19 -110.316 9 0 2 97 4 max 90.916 11 1151.466 6 42.025 9 31.659 21 42.481 23 1497.586 6 98 min -85.461 21 0 2 -32.366 23 -358.01 19 -55.158 9 0 2 99 5 max 90.916 11 1130.564 6 42.025 9 31.659 21 0 23 0 23 100 min -85.461 21 0 2 -32.366 23 -358.01 19 0 1 0 1 101 M11 1 max 269.063 21 2395.114 6 283.66 8 0 2 251.838 22 8471.396 6 102 min -289.163 11 0 2 -235.108 22 -2760.288 6 -287.991 8 0 2 103 2 max 134.257 21 1466.287 6 16.395 20 0 2 71.214 10 5650.055 6 104 min -139.9 11 0 2 -18.086 10 -509.015 19 -64.556 20 0 2 105 3 max 134.257 21 1445.385 6 16.395 20 0 2 47.476 10 3739.273 6 106 min -139.9 11 0 2 -18.086 10 -509.015 19 -43.038 20 0 2 107 4 max 134.257 21 1424.484 6 16.395 20 0 2 23.738 10 1855.922 6 108 min -139.9 11 0 2 -18.086 10 -509.015 19 -21.519 20 0 2 109 5 max 134.257 21 1403.582 6 16.395 20 0 2 0 23 0 23 110 min -139.9 11 0 2 -18.086 10 -509.015 19 0 1 0 1 111 M12 1 max 190.76 21 2675.421 6 671.567 22 2941.266 6 287.991 8 8775.673 6 112 min -207.51 11 0 2 -725.301 8 0 2 -251.838 22 0 2 113 2 max 158.522 20 1471.806 6 26.999 8 479.359 6 99.095 22 5671.786 6 114 min -161.721 10 0 2 -25.167 22 0 2 -106.309 8 0 2 115 3 max 158.522 20 1450.904 6 26.999 8 479.359 6 66.063 22 3753.76 6 116 min -161.721 10 0 2 -25.167 22 0 2 -70.873 8 0 2 117 4 max 158.522 20 1430.003 6 26.999 8 479.359 6 33.032 22 1863.165 6 118 min -161.721 10 0 2 -25.167 22 0 2 -35.436 8 0 2 119 5 max 158.522 20 1409.101 6 26.999 8 479.359 6 0 23 0 23 120 min -161.721 10 0 2 -25.167 22 0 2 0 1 0 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 49 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 121 M13 1 max 97.38 10 1646.667 6 846.802 8 957.228 8 1738.514 22 5396.209 6 122 min -91.713 20 0 2 -776.046 22 0 2 -1762.444 8 0 2 123 2 max 534.801 10 913.693 6 70.095 23 1125.214 6 310.529 9 3474.217 6 124 min -525.655 20 0 2 -78.865 9 0 2 -275.998 23 0 2 125 3 max 534.801 10 892.791 6 70.095 23 1125.214 6 207.02 9 2288.714 6 126 min -525.655 20 0 2 -78.865 9 0 2 -183.999 23 0 2 127 4 max 534.801 10 871.89 6 70.095 23 1125.214 6 103.51 9 1130.642 6 128 min -525.655 20 0 2 -78.865 9 0 2 -91.999 23 0 2 129 5 max 534.801 10 850.988 6 70.095 23 1125.214 6 0 23 0 23 130 min -525.655 20 0 2 -78.865 9 0 2 0 1 0 1 131 M19 1 max 33.187 11 0 2 45.283 21 32.295 6 141.591 9 0 23 132 min -33.412 9 -55.18 9 -49.361 11 0 2 -141.576 11 0 1 133 2 max 65.485 23 441.913 6 41.798 11 32.295 6 179.077 21 0 2 134 min -75.254 9 0 2 -39.908 21 0 2 -188.554 11 -1339.089 6 135 3 max 65.485 23 0 2 41.798 11 32.295 6 68.328 11 0 2 136 min -75.254 9 -191.584 6 -39.908 21 0 2 -66.375 9 -2108.787 6 137 4 max 65.485 23 0 2 41.798 11 32.295 6 325.209 11 1101.891 19 138 min -75.254 9 -836.08 6 -39.908 21 0 2 -311.46 21 0 2 139 5 max 73.277 23 96.552 19 94.146 21 32.295 6 147.084 9 0.196 23 140 min -82.006 9 0 2 -98.282 11 0 2 -153.326 11 -0.247 9 141 M21 1 max 45.176 21 0 2 33.312 11 0 23 141.591 9 32.295 6 142 min -49.479 11 -54.922 9 -33.316 9 0 1 -141.576 11 0 2 143 2 max 45.176 21 0 2 33.312 11 0 23 97.864 9 67.862 19 144 min -49.479 11 -15.576 9 -33.316 9 0 1 -97.854 11 0 2 145 3 max 45.176 21 32.314 6 33.312 11 0 23 54.138 9 54.315 11 146 min -49.479 11 0 2 -33.316 9 0 1 -54.132 11 0 2 147 4 max 45.176 21 71.66 6 33.312 11 0 23 10.411 9 0 2 148 min -49.479 11 0 2 -33.316 9 0 1 -10.41 11 -17.478 6 149 5 max 0 23 0 23 0 23 0 23 0 23 0 23 150 min 0 1 0 1 0 1 0 1 0 1 0 1 151 M22 1 max 111.53 10 277.476 6 0 23 0.349 9 0 23 0 2 152 min -98.004 20 0 2 0 1 -0.277 23 0 1 -38.65 6 153 2 max 111.53 10 75.481 6 0 23 0.349 9 0 23 0 2 154 min -98.004 20 0 2 0 1 -0.277 23 0 1 -289.892 6 155 3 max 111.53 10 0 2 0 23 0.349 9 0 23 0 2 156 min -98.004 20 -39.374 6 0 1 -0.277 23 0 1 -308.601 6 157 4 max 111.53 10 0 2 0 23 0.349 9 0 23 0 2 158 min -98.004 20 -108.829 6 0 1 -0.277 23 0 1 -193.032 6 159 5 max 111.53 10 0 2 0 23 0.349 9 0 23 0 23 160 min -98.004 20 -141.838 6 0 1 -0.277 23 0 1 0 1 161 M23 1 max 33.412 9 0 2 49.361 11 26.345 6 0 23 0 23 162 min -33.187 11 -111.069 6 -45.283 21 0 2 0 1 0 1 163 2 max 228.14 8 477.331 6 30.345 11 3.98 19 178.228 21 350.531 6 164 min -155.74 22 0 2 -28.883 21 -1.514 21 -188.224 11 0 2 165 3 max 228.14 8 39.785 6 30.345 11 3.98 19 31.406 21 0 2 166 min -155.74 22 0 2 -28.883 21 -1.514 21 -33.97 11 -956.883 6 167 4 max 228.14 8 0 2 30.345 11 3.98 19 120.284 11 55.215 10 168 min -155.74 22 -397.718 6 -28.883 21 -1.514 21 -115.452 9 -52.56 6 169 5 max 89.329 11 40.522 6 111.539 22 27.353 6 0 23 0 23 170 min -67.242 21 -29.161 11 -125.188 8 0 2 0 1 0 1 171 M24 1 max 123.126 11 0 2 86.623 11 0 2 0 23 0 23 172 min -98.637 21 -236.871 6 -73.553 21 -27.307 6 0 1 0 1 173 2 max 810.571 8 531.07 6 37.015 20 0 2 167.591 10 310.846 6 174 min -731.841 22 0 2 -37.462 10 -3.127 16 -166.386 20 0 2 175 3 max 810.571 8 134.171 6 37.015 20 0 2 2.928 23 0 2 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 50 Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 176 min -731.841 22 0 2 -37.462 10 -3.127 16 -3.758 9 -1180.756 6 177 4 max 810.571 8 0 2 37.015 20 0 2 166.753 20 0 2 178 min -731.841 22 -249.129 6 -37.462 10 -3.127 16 -169.569 10 -908.757 6 179 5 max 0 2 68.55 18 468.675 20 0 23 0 23 43.619 6 180 min -0.567 11 0 2 -476.74 10 0 1 0 1 0 2 181 M20 1 max 96.151 23 8.279 23 103.592 10 0 23 147.084 9 32.318 6 182 min -102.947 9 -58.8 17 -101.584 20 0 1 -153.326 11 0 2 183 2 max 70.025 23 949.253 6 57.09 20 0 23 432.201 10 1337.864 6 184 min -78.925 9 0 2 -57.94 10 0 1 -426.932 20 0 2 185 3 max 70.025 23 417.291 6 57.09 20 0 23 109.907 10 0 2 186 min -78.925 9 0 2 -57.94 10 0 1 -109.367 20 -2506.888 6 187 4 max 70.025 23 0 2 57.09 20 0 23 208.199 20 0 2 188 min -78.925 9 -216.302 6 -57.94 10 0 1 -212.387 10 -3085.018 6 189 5 max 0.567 11 68.545 16 476.74 10 0 23 0 23 0 2 190 min 0 2 0 2 -468.675 20 0 1 0 1 -43.619 6 191 M25 1 max 468.675 20 63.704 6 0 23 43.619 6 0 23 0 23 192 min -476.74 10 0 2 0 1 0 2 0 1 0 1 193 2 max 468.675 20 31.852 6 0 23 43.619 6 0 23 0 2 194 min -476.74 10 0 2 0 1 0 2 0 1 -50.764 6 195 3 max 468.675 20 0 23 0 23 43.619 6 0 23 0 2 196 min -476.74 10 0 1 0 1 0 2 0 1 -67.686 6 197 4 max 468.675 20 0 2 0 23 43.619 6 0 23 0 2 198 min -476.74 10 -31.852 10 0 1 0 2 0 1 -50.764 6 199 5 max 468.675 20 0 2 0 23 43.619 6 0 23 0 23 200 min -476.74 10 -63.704 10 0 1 0 2 0 1 0 1 Envelope Member End Reactions MemberMember End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 1 M1 I max 10375.836 6 382.863 16 191.922 23 0 23 0 23 0 23 2 min 0 2 -186.935 22 -370.507 17 0 1 0 1 0 1 3 J max 0 23 664.92 10 403.771 21 0 23 0 23 0 23 4 min 0 1 -545.103 20 -473.514 11 0 1 0 1 0 1 5 M2 I max 4909.751 6 307.874 8 456.917 23 0 23 0 23 0 23 6 min 0 2 -246.909 22 -730.052 9 0 1 0 1 0 1 7 J max 0 23 281.359 18 637.557 21 0 23 0 23 0 23 8 min 0 1 -152.226 20 -907.134 11 0 1 0 1 0 1 9 M3 I max 4672.248 6 639.073 8 231.375 23 0 23 0 23 0 23 10 min 0 2 -416.88 22 -299.377 9 0 1 0 1 0 1 11 J max 0 23 965.974 10 376.607 21 0 23 0 23 0 23 12 min 0 1 -747.111 20 -546.886 11 0 1 0 1 0 1 13 M4 I max 801.285 17 2052.124 6 642.443 10 5396.209 6 0 23 0 23 14 min -92.107 23 0 2 -645.586 8 0 2 0 1 0 1 15 J max 1110.909 10 0 2 519.802 20 0 23 0 23 0 23 16 min -628.319 20 -498.007 6 -521.128 10 0 1 0 1 0 1 17 M5 I max 851.876 16 423.189 19 591.6 23 0 23 0 23 0 23 18 min -265.889 22 0 2 -591.6 9 0 1 0 1 0 1 19 J max 851.876 16 0 2 591.6 21 0 23 0 23 0 23 20 min -265.889 22 -423.189 1 -591.6 11 0 1 0 1 0 1 21 M6 I max 144.023 21 2193 6 671.925 10 0 23 0 23 0 23 22 min -968.648 19 0 2 -671.925 20 0 1 0 1 0 1 23 J max 144.023 21 0 2 671.925 8 0 23 0 23 0 23 24 min -968.648 19 -2193 6 -671.925 22 0 1 0 1 0 1 25 M7 I max 0 2 1760 6 695.968 23 0 23 0 23 0 23 26 min -754.251 16 0 2 -695.968 9 0 1 0 1 0 1 27 J max 0 2 0 2 752.432 21 0 23 0 21 0 23 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 51 Envelope Member End Reactions (Continued) MemberMember End Axial[lb] LC y Shear[lb] LC z Shear[lb]LC Torque[lb-ft] LC y-y Moment[lb-ft] LC z-z Moment[lb-ft] LC 28 min -754.251 16 -1760 6 -752.432 11 0 1 0 11 0 1 29 M8 I max 0 23 0 23 476.85 22 0 23 0 23 0 23 30 min 0 1 0 1 -476.85 8 0 1 0 1 0 1 31 J max 0 23 0 23 476.85 20 0 23 0 23 0 23 32 min 0 1 0 1 -476.85 10 0 1 0 1 0 1 33 M9 I max 0 23 0 23 448.8 23 0 23 0 23 0 23 34 min 0 1 0 1 -448.8 9 0 1 0 1 0 1 35 J max 0 23 0 23 448.8 21 0 23 0 23 0 23 36 min 0 1 0 1 -448.8 11 0 1 0 1 0 1 37 M10 I max 70.576 11 2248.166 6 212.38 21 201.557 6 0 23 7212.719 6 38 min -69.897 21 0 2 -276.844 11 -212.208 11 0 1 0 2 39 J max 90.916 11 1130.564 6 42.025 9 31.659 21 0 23 0 23 40 min -85.461 21 0 2 -32.366 23 -358.01 19 0 1 0 1 41 M11 I max 269.063 21 2395.114 6 283.66 8 0 2 251.838 22 8471.396 6 42 min -289.163 11 0 2 -235.108 22 -2760.288 6 -287.991 8 0 2 43 J max 134.257 21 1403.582 6 16.395 20 0 2 0 23 0 23 44 min -139.9 11 0 2 -18.086 10 -509.015 19 0 1 0 1 45 M12 I max 190.76 21 2675.421 6 671.567 22 2941.266 6 287.991 8 8775.673 6 46 min -207.51 11 0 2 -725.301 8 0 2 -251.838 22 0 2 47 J max 158.522 20 1409.101 6 26.999 8 479.359 6 0 23 0 23 48 min -161.721 10 0 2 -25.167 22 0 2 0 1 0 1 49 M13 I max 97.38 10 1646.667 6 846.802 8 957.228 8 1738.514 22 5396.209 6 50 min -91.713 20 0 2 -776.046 22 0 2 -1762.444 8 0 2 51 J max 534.801 10 850.988 6 70.095 23 1125.214 6 0 23 0 23 52 min -525.655 20 0 2 -78.865 9 0 2 0 1 0 1 53 M19 I max 33.187 11 0 2 45.283 21 32.295 6 141.591 9 0 23 54 min -33.412 9 -55.18 9 -49.361 11 0 2 -141.576 11 0 1 55 J max 73.277 23 96.552 19 94.146 21 32.295 6 147.084 9 0.196 23 56 min -82.006 9 0 2 -98.282 11 0 2 -153.326 11 -0.247 9 57 M21 I max 45.176 21 0 2 33.312 11 0 23 141.591 9 32.295 6 58 min -49.479 11 -54.922 9 -33.316 9 0 1 -141.576 11 0 2 59 J max 0 23 0 23 0 23 0 23 0 23 0 23 60 min 0 1 0 1 0 1 0 1 0 1 0 1 61 M22 I max 111.53 10 277.476 6 0 23 0.349 9 0 23 0 2 62 min -98.004 20 0 2 0 1 -0.277 23 0 1 -38.65 6 63 J max 111.53 10 0 2 0 23 0.349 9 0 23 0 23 64 min -98.004 20 -141.838 6 0 1 -0.277 23 0 1 0 1 65 M23 I max 33.412 9 0 2 49.361 11 26.345 6 0 23 0 23 66 min -33.187 11 -111.069 6 -45.283 21 0 2 0 1 0 1 67 J max 89.329 11 40.522 6 111.539 22 27.353 6 0 23 0 23 68 min -67.242 21 -29.161 11 -125.188 8 0 2 0 1 0 1 69 M24 I max 123.126 11 0 2 86.623 11 0 2 0 23 0 23 70 min -98.637 21 -236.871 6 -73.553 21 -27.307 6 0 1 0 1 71 J max 0 2 68.55 18 468.675 20 0 23 0 23 43.619 6 72 min -0.567 11 0 2 -476.74 10 0 1 0 1 0 2 73 M20 I max 96.151 23 8.279 23 103.592 10 0 23 147.084 9 32.318 6 74 min -102.947 9 -58.8 17 -101.584 20 0 1 -153.326 11 0 2 75 J max 0.567 11 68.545 16 476.74 10 0 23 0 23 0 2 76 min 0 2 0 2 -468.675 20 0 1 0 1 -43.619 6 77 M25 I max 468.675 20 63.704 6 0 23 43.619 6 0 23 0 23 78 min -476.74 10 0 2 0 1 0 2 0 1 0 1 79 J max 468.675 20 0 2 0 23 43.619 6 0 23 0 23 80 min -476.74 10 -63.704 10 0 1 0 2 0 1 0 1 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 52 Envelope Member Section Deflections - Service Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 1 M1 1 max 0 23 0 23 0 23 0.002 11 NC 23 NC 23 2 min 0 1 0 1 0 1 -0.001 21 NC 1 NC 1 3 2 max 0 2 0.242 22 0.284 9 0.002 11 NC 23 NC 20 4 min -0.004 6 -0.298 8 -0.225 23 -0.001 21 826.604 8 865.868 9 5 3 max 0 2 0.398 22 0.401 9 0.002 11 NC 23 NC 22 6 min -0.009 6 -0.424 8 -0.362 23 -0.001 21 579.584 8 612.919 9 7 4 max 0 2 0.342 10 0.277 9 0.002 11 NC 21 NC 22 8 min -0.011 6 -0.311 20 -0.289 11 -0.001 21 719.759 10 851.452 11 9 5 max 0 2 0 23 0 23 0.002 11 NC 23 NC 23 10 min -0.011 6 0 1 0 1 -0.001 21 NC 1 NC 1 11 M2 1 max 0 23 0 23 0 23 0.002 11 NC 23 NC 23 12 min 0 1 0 1 0 1 -0.001 21 NC 1 NC 1 13 2 max 0 2 0.282 22 0.735 9 0.002 11 NC 23 NC 22 14 min -0.002 6 -0.305 8 -0.664 23 -0.001 21 896.532 8 371.505 9 15 3 max 0 2 0.414 10 1.01 9 0.002 11 NC 23 NC 20 16 min -0.004 6 -0.414 8 -1.061 11 -0.001 21 658.664 8 257.331 11 17 4 max 0 2 0.293 10 0.7 21 0.002 11 NC 23 NC 2 18 min -0.005 6 -0.256 20 -0.811 11 -0.001 21 931.933 10 336.735 11 19 5 max 0 2 0 23 0 23 0.002 11 NC 23 NC 23 20 min -0.005 6 0 1 0 1 -0.001 21 NC 1 NC 1 21 M3 1 max 0 23 0 23 0 23 0 23 NC 23 NC 23 22 min 0 1 0 1 0 1 0 1 NC 1 NC 1 23 2 max 0 2 0.447 22 0.266 9 0 23 NC 21 NC 22 24 min -0.002 6 -0.53 8 -0.236 23 0 1 463.794 8 924.233 9 25 3 max 0 2 0.702 22 0.394 9 0 23 NC 21 NC 22 26 min -0.004 6 -0.766 8 -0.365 23 0 1 321.345 8 624.356 9 27 4 max 0 2 0.554 10 0.276 9 0 23 NC 23 NC 22 28 min -0.005 6 -0.532 20 -0.291 11 0 1 444.319 10 845.325 11 29 5 max 0 2 0 23 0 23 0 23 NC 23 NC 23 30 min -0.005 6 0 1 0 1 0 1 NC 1 NC 1 31 M4 1 max 0.369 23 0 2 0.757 8 0 2 NC 23 NC 23 32 min -0.393 9 -0.004 6 -0.711 22 -0.003 6 NC 1 NC 1 33 2 max 0.369 23 0 2 0.835 8 0 2 NC 2 NC 7 34 min -0.393 9 -0.169 6 -0.799 22 -0.005 6 1251.567 6 1240.449 10 35 3 max 0.369 23 0 2 0.855 8 0 2 NC 2 NC 7 36 min -0.394 9 -0.225 6 -0.83 10 -0.005 6 935.903 6 754.672 10 37 4 max 0.369 23 0 2 0.71 8 0 2 NC 2 NC 19 38 min -0.394 9 -0.159 6 -0.694 10 -0.005 6 1348.679 6 979.417 10 39 5 max 0.369 23 0 2 0.418 8 0 2 NC 23 NC 23 40 min -0.395 9 -0.009 6 -0.413 10 -0.005 6 NC 1 NC 1 41 M5 1 max 0.418 8 0 2 0.395 9 0 2 NC 23 NC 23 42 min -0.413 10 -0.009 6 -0.369 23 -0.002 6 NC 1 NC 1 43 2 max 0.418 8 0 2 0.803 9 0 2 NC 2 NC 22 44 min -0.413 10 -0.105 6 -0.792 11 -0.002 6 1987.693 1 756.794 9 45 3 max 0.418 8 0 2 1.06 9 0 2 NC 2 NC 22 46 min -0.412 10 -0.143 6 -1.064 11 -0.002 6 1416.231 10 539.216 9 47 4 max 0.418 8 0 2 1.113 9 0 2 NC 2 NC 22 48 min -0.412 10 -0.102 6 -1.132 11 -0.002 6 1987.693 12 756.794 9 49 5 max 0.417 8 0 2 1.014 9 0 2 NC 23 NC 23 50 min -0.412 10 -0.004 6 -1.048 11 -0.002 6 NC 1 NC 1 51 M6 1 max 0.322 11 0 2 0.599 8 0.005 22 NC 23 NC 23 52 min -0.312 9 -0.005 6 -0.616 10 -0.006 8 NC 1 NC 1 53 2 max 0.322 11 0 2 0.535 20 0.005 22 NC 23 NC 23 54 min -0.312 9 -0.006 6 -0.556 10 -0.006 8 NC 1 NC 1 55 3 max 0.322 11 0 2 0.472 20 0.005 22 NC 23 NC 23 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 53 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 56 min -0.312 9 -0.008 6 -0.497 10 -0.006 8 NC 1 NC 1 57 4 max 0.322 11 0 2 0.409 20 0.005 22 NC 23 NC 23 58 min -0.312 9 -0.009 6 -0.437 10 -0.006 8 NC 1 NC 1 59 5 max 0.322 11 0 2 0.346 20 0.005 22 NC 23 NC 23 60 min -0.312 9 -0.011 6 -0.378 10 -0.006 8 NC 1 NC 1 61 M7 1 max 0.346 20 0 2 0.312 9 0.003 11 NC 23 NC 23 62 min -0.378 10 -0.011 6 -0.322 11 -0.003 9 NC 1 NC 1 63 2 max 0.346 20 0 2 0.46 21 0.003 11 NC 23 NC 23 64 min -0.378 10 -0.009 6 -0.498 11 -0.003 9 NC 1 NC 1 65 3 max 0.346 20 0 2 0.609 21 0.003 11 NC 23 NC 23 66 min -0.378 10 -0.008 6 -0.673 11 -0.003 9 NC 1 NC 1 67 4 max 0.346 20 0 2 0.758 21 0.003 11 NC 23 NC 23 68 min -0.378 10 -0.006 6 -0.848 11 -0.003 9 NC 1 NC 1 69 5 max 0.346 20 0 2 0.908 21 0.003 11 NC 23 NC 23 70 min -0.378 10 -0.005 6 -1.023 11 -0.003 9 NC 1 NC 1 71 M8 1 max 0 23 0 23 0 23 0.009 8 NC 23 NC 23 72 min 0 1 0 1 0 1 -0.008 22 NC 1 NC 1 73 2 max 0 23 0 23 0 8 0.009 8 NC 23 NC 23 74 min 0 1 0 1 0 22 -0.008 22 NC 1 NC 1 75 3 max 0 23 0 23 0 8 0.009 8 NC 23 NC 23 76 min 0 1 0 1 0 22 -0.008 22 NC 1 NC 1 77 4 max 0 23 0 23 0 8 0.009 8 NC 23 NC 23 78 min 0 1 0 1 0 22 -0.008 22 NC 1 NC 1 79 5 max 0 23 0 23 0 23 0.009 8 NC 23 NC 23 80 min 0 1 0 1 0 1 -0.008 22 NC 1 NC 1 81 M9 1 max 0 23 0 23 0 23 0.005 9 NC 23 NC 23 82 min 0 1 0 1 0 1 -0.004 23 NC 1 NC 1 83 2 max 0 23 0 23 0 9 0.005 9 NC 23 NC 23 84 min 0 1 0 1 0 23 -0.004 23 NC 1 NC 1 85 3 max 0 23 0 23 0 9 0.005 9 NC 23 NC 23 86 min 0 1 0 1 0 23 -0.004 23 NC 1 NC 1 87 4 max 0 23 0 23 0 9 0.005 9 NC 23 NC 23 88 min 0 1 0 1 0 23 -0.004 23 NC 1 NC 1 89 5 max 0 23 0 23 0 23 0.005 9 NC 23 NC 23 90 min 0 1 0 1 0 1 -0.004 23 NC 1 NC 1 91 M10 1 max 1.048 11 0 2 0.417 8 0 2 NC 23 NC 23 92 min -1.014 9 -0.004 6 -0.412 10 -0.001 6 NC 1 NC 1 93 2 max 1.048 11 0 2 0.425 8 0 2 NC 2 NC 16 94 min -1.014 9 -0.097 19 -0.423 10 -0.001 6 678.052 19 2452.306 11 95 3 max 1.048 11 0 2 0.431 8 0 23 NC 2 NC 7 96 min -1.014 9 -0.222 19 -0.432 10 -0.001 17 288.325 19 1229.89 11 97 4 max 1.048 11 0 2 0.436 8 0 23 NC 2 NC 5 98 min -1.014 9 -0.37 6 -0.442 10 -0.001 17 172.402 19 830.728 11 99 5 max 1.048 11 0 2 0.442 8 0 23 NC 2 NC 2 100 min -1.014 9 -0.532 6 -0.451 10 0 17 119.328 6 630.066 11 101 M11 1 max 0.369 23 0 2 0.418 8 0 2 NC 23 NC 23 102 min -0.395 9 -0.009 6 -0.413 10 -0.002 6 NC 1 NC 1 103 2 max 0.369 23 0 2 0.425 8 0 2 NC 2 NC 16 104 min -0.395 9 -0.073 6 -0.423 10 -0.001 17 986.754 6 2510.954 11 105 3 max 0.37 23 0 2 0.431 8 0 23 NC 2 NC 16 106 min -0.395 9 -0.183 6 -0.433 10 0 9 362.392 6 1253.161 11 107 4 max 0.37 23 0 2 0.436 8 0 19 NC 2 NC 5 108 min -0.395 9 -0.324 6 -0.442 10 0 9 200.493 6 837.831 11 109 5 max 0.37 23 0 2 0.442 8 0.001 19 NC 2 NC 2 110 min -0.395 9 -0.479 6 -0.451 10 0 21 134.13 6 630.097 11 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 54 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 111 M12 1 max 0.413 10 0 2 0.369 23 0.002 6 NC 23 NC 22 112 min -0.418 8 -0.009 6 -0.395 9 0 2 NC 1 637.555 11 113 2 max 0.413 10 0 2 0.347 23 0 17 NC 2 NC 7 114 min -0.418 8 -0.079 6 -0.375 9 0 2 909.071 6 836.957 11 115 3 max 0.413 10 0 2 0.323 23 0 9 NC 2 NC 16 116 min -0.419 8 -0.194 6 -0.354 9 0 19 340.477 6 1238.852 11 117 4 max 0.413 10 0 2 0.299 23 0 2 NC 2 NC 16 118 min -0.419 8 -0.341 6 -0.332 9 -0.001 19 190.18 6 2049.504 10 119 5 max 0.413 10 0 2 0.275 23 0 2 NC 2 NC 23 120 min -0.419 8 -0.502 6 -0.31 9 -0.001 6 127.881 6 1594.279 10 121 M13 1 max 0.73 22 0 2 0.369 23 0.004 6 NC 23 NC 23 122 min -0.773 8 -0.051 6 -0.393 9 0 2 NC 1 NC 1 123 2 max 0.73 22 0 2 0.348 23 0.003 6 NC 2 NC 23 124 min -0.773 8 -0.152 6 -0.376 9 0 2 1912.045 6 NC 1 125 3 max 0.73 22 0 2 0.325 23 0.002 6 NC 2 NC 23 126 min -0.773 8 -0.281 6 -0.356 9 0 2 1682.951 6 NC 1 127 4 max 0.73 22 0 2 0.301 23 0.001 6 NC 2 NC 23 128 min -0.773 8 -0.429 6 -0.334 9 0 2 2701.874 6 NC 1 129 5 max 0.73 22 0 2 0.275 23 0 18 NC 23 NC 23 130 min -0.773 8 -0.586 6 -0.311 9 0 20 NC 1 NC 1 131 M19 1 max 0.451 10 0 2 1.137 11 0.009 6 NC 23 NC 23 132 min -0.442 8 -0.535 19 -1.093 9 0 2 NC 1 NC 1 133 2 max 0.451 10 0 2 0.94 11 0.007 6 NC 23 NC 23 134 min -0.442 8 -0.537 6 -0.916 9 0 2 NC 1 NC 1 135 3 max 0.451 10 0 2 0.648 11 0.004 6 NC 23 NC 22 136 min -0.442 8 -0.527 6 -0.648 9 0 2 7733.3 6 5393.687 11 137 4 max 0.451 10 0 2 0.394 23 0.002 6 NC 23 NC 22 138 min -0.442 8 -0.485 6 -0.417 9 0 2 NC 1 3197.622 11 139 5 max 0.451 10 0 2 0.275 23 0 2 NC 23 NC 23 140 min -0.442 8 -0.449 6 -0.31 9 -0.001 6 NC 1 NC 1 141 M21 1 max 1.093 9 0.535 19 0.442 8 0 9 NC 23 NC 23 142 min -1.137 11 0 2 -0.451 10 0 11 NC 1 NC 1 143 2 max 1.093 9 0.389 19 0.436 8 0 9 NC 23 NC 23 144 min -1.137 11 0 2 -0.442 10 0 11 NC 1 NC 1 145 3 max 1.093 9 0.243 19 0.43 8 0 9 NC 23 NC 23 146 min -1.137 11 0 2 -0.432 10 0 11 NC 1 NC 1 147 4 max 1.093 9 0.097 19 0.424 8 0 9 NC 23 NC 23 148 min -1.137 11 0 2 -0.423 10 0 11 NC 1 NC 1 149 5 max 1.093 9 0 2 0.419 8 0 9 NC 23 NC 23 150 min -1.137 11 -0.063 6 -0.413 10 0 11 NC 1 NC 1 151 M22 1 max 0.279 22 0 2 0.299 8 0 23 NC 23 NC 23 152 min -0.3 8 -0.062 6 -0.317 10 0 17 NC 1 NC 1 153 2 max 0.279 22 0 2 0.306 20 0 23 NC 23 NC 23 154 min -0.3 8 -0.166 6 -0.328 10 0 17 9522.589 6 NC 1 155 3 max 0.279 22 0 2 0.313 20 0 23 NC 23 NC 23 156 min -0.3 8 -0.266 6 -0.339 10 0 17 7211.335 6 NC 1 157 4 max 0.279 22 0 2 0.32 20 0 23 NC 23 NC 23 158 min -0.3 8 -0.359 6 -0.349 10 0 17 NC 1 NC 1 159 5 max 0.278 22 0 2 0.328 20 0 23 NC 23 NC 23 160 min -0.3 8 -0.449 6 -0.36 10 0 17 NC 1 NC 1 161 M23 1 max 0.42 10 0 2 1.137 11 0.009 6 NC 23 NC 23 162 min -0.423 8 -0.062 19 -1.093 9 0 2 NC 1 NC 1 163 2 max 0.42 10 0 2 1 11 0.006 19 NC 23 NC 22 164 min -0.423 8 -0.101 6 -0.971 9 0 2 5006.268 6 4041.522 11 165 3 max 0.42 10 0 2 0.769 11 0.006 6 NC 22 NC 22 Company Designer Job Number Model Name : : : : AHBL, Inc DAR 2250031.20 Nisqually Vet. Clinic - Storefront Checked By : __________ 7/11/2025 10:15:51 AM RISA-3D Version 22 [ Canopy Design.r3d ] Page 55 Envelope Member Section Deflections - Service (Continued) Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y' Ratio LC (n) L/z' Ratio LC 166 min -0.423 8 -0.194 6 -0.759 9 0 2 1769.147 6 9573.055 11 167 4 max 0.421 10 0 2 0.507 11 0.005 6 NC 23 NC 22 168 min -0.423 8 -0.118 6 -0.518 9 0 2 4133.312 6 6084.82 11 169 5 max 0.421 10 0 2 0.352 23 0.004 6 NC 23 NC 23 170 min -0.424 8 -0.062 6 -0.379 9 0 2 NC 1 NC 1 171 M24 1 max 0.379 9 0 2 0.421 10 0.004 6 NC 23 NC 23 172 min -0.352 23 -0.062 6 -0.424 8 0 2 NC 1 NC 1 173 2 max 0.379 9 0 2 0.439 10 0.006 6 NC 23 NC 7 174 min -0.352 23 -0.139 6 -0.454 8 0 2 3047.707 6 3768.705 8 175 3 max 0.38 9 0 2 0.57 22 0.006 6 NC 2 NC 23 176 min -0.353 23 -0.284 6 -0.596 8 0 2 1032.261 6 NC 1 177 4 max 0.38 9 0 2 0.703 22 0.007 6 NC 2 NC 23 178 min -0.353 23 -0.253 6 -0.738 8 0 2 1259.286 6 4023.574 10 179 5 max 0.38 9 0 2 0.728 22 0.007 6 NC 23 NC 23 180 min -0.353 23 -0.087 6 -0.774 8 0 2 NC 1 NC 1 181 M20 1 max 0.31 9 0 2 0.451 10 0 21 NC 23 NC 23 182 min -0.275 23 -0.449 6 -0.442 8 -0.001 19 NC 1 NC 1 183 2 max 0.31 9 0 2 0.414 10 0 21 NC 23 NC 7 184 min -0.275 23 -0.506 6 -0.421 8 -0.001 19 NC 1 2548.781 10 185 3 max 0.31 9 0 2 0.515 10 0 21 NC 23 NC 7 186 min -0.275 23 -0.566 6 -0.536 8 -0.001 19 5380.809 6 3743.314 8 187 4 max 0.311 9 0 2 0.668 22 0 21 NC 23 NC 23 188 min -0.275 23 -0.594 6 -0.701 8 -0.001 19 5977.003 6 NC 1 189 5 max 0.311 9 0 2 0.728 22 0 21 NC 23 NC 23 190 min -0.275 23 -0.583 6 -0.774 8 -0.001 19 NC 1 NC 1 191 M25 1 max 0.774 8 0 2 0.311 9 0 20 NC 23 NC 23 192 min -0.728 22 -0.583 6 -0.275 23 0 18 NC 1 NC 1 193 2 max 0.774 8 0 2 0.328 9 0 2 NC 23 NC 23 194 min -0.728 22 -0.459 6 -0.294 23 -0.001 6 NC 1 NC 1 195 3 max 0.774 8 0 2 0.345 9 0 2 NC 23 NC 23 196 min -0.728 22 -0.335 6 -0.314 23 -0.002 6 NC 1 NC 1 197 4 max 0.774 8 0 2 0.363 9 0 2 NC 23 NC 23 198 min -0.728 22 -0.211 6 -0.333 23 -0.002 6 NC 1 NC 1 199 5 max 0.774 8 0 2 0.38 9 0 2 NC 23 NC 23 200 min -0.728 22 -0.087 6 -0.353 23 -0.003 6 NC 1 NC 1 Warning Log No Data to Print... ProjectA054VUL`1 V97. CLINIC Project No. 225'0011. Zp ❑ Page of Subject Phone ❑ Calculations ❑ Fax With/To Fax # ❑ Memorandum Address # Faxed Pages ❑ Meeting Minutes Date By 1 ❑ Telephone Memo CAVO(I'y Cumrtl eG71O)i 'WEL►) >''AO 071ES 3 - 3 3,3 3 qAH 7jBIL w- 3313 = 3, 17 ter U�, 2. G `l 13 LIrP�,� n� -Albotd. S-Taos U,23,17w6 ;. 0IAA1 If this does not meet with your understanding, please contact us in writing within seven days. THANK YOU. Civil Engineers Structural Engineers Landscape Architects Community Planners Land Surveyors Company:Date:2/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 6.000 Anchor category: - Anchor ductility: Yes hmin (inch): 7.50 Cmin (inch): 1.38 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 6.00 x 11.00 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X3/8 Recommended Anchor Anchor Name: Headed Stud - 3/4"Ø AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 0 Vuax [lb]: -2000 Vuay [lb]: 500 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 -1000.0 250.0 1030.8 2 0.0 -1000.0 250.0 1030.8 Sum 0.0 -2000.0 500.0 2061.6 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 26950 1.0 0.65 17518 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4000 3.00 2958 fVcbgx = f (AVc / AVco)Yec,VYed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vbx (lb)f fVcbgx (lb) 76.50 40.50 1.000 1.000 1.000 1.000 2958 0.70 3911 Shear parallel to edge in x-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 4000 3.00 2958 fVcbgx = f (2)(AVc / AVco)Yec,VYed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1b) AVc (in2)AVco (in2)Yec,V Yed,V Yc,V Yh,V Vby (lb)f fVcbgx (lb) 76.50 40.50 1.000 1.000 1.000 1.000 2958 0.70 7821 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 156.00 324.00 1.000 0.800 1.000 1.000 22308 0.70 12030 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 1031 17518 0.06 Pass T Concrete breakout x-2000 3911 0.51 Pass (Governs) || Concrete breakout x-500 7821 0.06 Pass (Governs) Pryout 2062 12030 0.17 Pass 3/4"Ø AWS Type A Headed Stud with hef = 6.000 inch meets the selected design criteria. 12. Warnings - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:1/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AWS Type A Diameter (inch): 0.750 Effective Embedment depth, hef (inch): 6.000 Anchor category: - Anchor ductility: Yes hmin (inch): 7.50 Cmin (inch): 1.38 Smin (inch): 3.00 Base Material Concrete: Normal-weight Concrete thickness, h (inch): 12.00 State: Cracked Compressive strength, f’c (psi): 4000 Ψc,V: 1.0 Reinforcement condition: B tension, B shear Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 8.50 x 8.50 x 0.50 Yield stress: 36000 psi Profile type/size: HSS5X5X3/8 Recommended Anchor Anchor Name: Headed Stud - 3/4"Ø AWS Type A Headed Stud Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:2/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 0 Vuax [lb]: 1400 Vuay [lb]: 1400 Mux [ft-lb]: 0 Muy [ft-lb]: 0 Muz [ft-lb]: 0 <Figure 1> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:3/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 <Figure 2> Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:4/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 700.0 700.0 989.9 2 0.0 700.0 700.0 989.9 Sum 0.0 1400.0 1400.0 1979.9 Maximum concrete compression strain (‰): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'Vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'Vy (inch): 0.00 <Figure 3> 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)fgrout f fgroutfVsa (lb) 26950 1.0 0.65 17518 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 4000 3.00 2958 fV cby =f (AVc / AVco)Yed,VYc,VYh,VVby (Sec. 17.3.1 & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcby (lb) 40.50 40.50 1.000 1.000 1.000 2958 0.70 2070 Shear perpendicular to edge in x-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4000 3.00 2958 fV cbx =f (AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.3.1 & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcbx (lb) 40.50 40.50 1.000 1.000 1.000 2958 0.70 2070 Shear parallel to edge in y-direction: Vbx = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vbx (lb) 6.00 0.750 1.00 4000 3.00 2958 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Company:Date:2/15/2023 Engineer:Page:5/5 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 fV cby =f (2)(AVc / AVco)Yed,VYc,VYh,VVbx (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vbx (lb)f fVcby (lb) 40.50 40.50 1.000 1.000 1.000 2958 0.70 4141 Shear parallel to edge in x-direction: Vby = min|7(le / da)0.2ÖdalaÖf’cca11.5; 9laÖf’cca11.5| (Eq. 17.5.2.2a & Eq. 17.5.2.2b) le (in)da (in)la f’c (psi)ca1 (in)Vby (lb) 6.00 0.750 1.00 4000 3.00 2958 fV cbx =f (2)(AVc / AVco)Yed,VYc,VYh,VVby (Sec. 17.3.1, 17.5.2.1(c) & Eq. 17.5.2.1a) AVc (in2)AVco (in2)Yed,V Yc,V Yh,V Vby (lb)f fVcbx (lb) 40.50 40.50 1.000 1.000 1.000 2958 0.70 4141 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) fVcpg = fkcpNcbg = fkcp(ANc / ANco)Yec,NYed,NYc,NYcp,NNb (Sec. 17.3.1 & Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)Yec,N Yed,N Yc,N Ycp,N Nb (lb)f fVcpg (lb) 2.0 240.00 324.00 1.000 0.800 1.000 1.000 22308 0.70 18508 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Shear Factored Load, Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 990 17518 0.06 Pass T Concrete breakout y+1400 2070 0.68 Pass T Concrete breakout x+1400 2070 0.68 Pass || Concrete breakout y+700 4141 0.17 Pass || Concrete breakout x+700 4141 0.17 Pass Concrete breakout, combined --0.96 Pass (Governs) Pryout 1980 18508 0.11 Pass 3/4"Ø AWS Type A Headed Stud with hef = 6.000 inch meets the selected design criteria. 12. Warnings - For irregular anchor patterns, the designer must consider sizing of base plate holes to ensure shear loads are distributed to anchors as designed. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast-in-place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc.5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com