HomeMy WebLinkAbout22-1855 3351 Eldridge Ave-City Approved Plans OF I
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City of Twin Falls
�0 �� General Inspection Notes �0 0
SE'RV►NG SE RVtNG �/
NOTE: This is not a complete list and is not inclusive of all construction methods, materials or practices. These checklists are intended to serve as a guide for the items that cause the most issues during inspections and promote
consistency in the application of the codes & standard practices. Compliance with all the provisions of applicable codes shall be required.
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The information in the checklists is not, or was it ever intended to be, all inclusive. It does not include all code or individual plan requirements. It is intended to reflect local policies, procedures & practices within the City of Twin Falls.
These checklists do not waive any specific code requirements not listed or allow for the decrease in the requirements of an engineered design. It also does not add requirements where the minimum of the code has been met. Z
This page and all approved plans, associated documents, revisions & changes to the plans must be maintained on site and available for review at all times.
FIRE BUILDING FINAL INSPECTION INFORMATION O
Fire Alarm Inspection:
Footing/Foundation Inspection: COMMERCIAL OCCUPANCY •
* Fire alarm plans must be approved by the State Fire Marshal's office or if applicable the Twin Falls * All re-bar must be tied in place at time of inspection.
Fire Marshal prior to installation and inspection. * All hold down anchors installed properly. Final inspections are required by multiple City Departments/Inspectors prior to getting your
* Fire alarm system must be wired to call out from a land line, or with a cell dialer. (Voice over IP is not Certificate of Occupancy.
allowed). Shear Inspection: U
* Fire alarm system must be live and capable of calling the Twin Falls Dispatch Center on the day of * All hold downs must be installed per approved plans and manufacturers installation guide. Make sure to have the approved set of plans and inspection card on site for all inspections.
testing. * Fasteners should not be overdriven and shiners should be removed and/or replaced. a)
* Install the correct type of fastener at the correct spacing. If you have Special Inspections: Once the required special inspections have been completed a final
Fire Sprinkler Inspection: report needs to be submitted to the building department certifying corrections of any discrepancies
* Fire sprinkler plans must be approved by the State Fire Marshal's office prior to installation and Framing Inspection: noted in the special inspection reports.This final report can be submitted any time before requesting
inspection. Underground fire sprinkler line must be inspected by the Twin Falls Fire Department prior * Accessibility standards are in compliance. (ICC A117.1-2009) occupancy.
to be covered. * Required load paths to footing for all load points are installed.
* Pipe or hose used for flushing the underground sprinkler line must be secure, incapable of * Stair rise and treads must meet code requirements. * Required Site Work inspections may be requested and completed as the work is done or as required
movement, and is deemed safe by the inspector. *Min rise 4", Max rise 7", Max tread 11" by the specific department by contact the following:
* Rough to cover inspection and hydro testing must be completed before covering or tenting the *Min nosing is 3/4", Max nosing is 1 1/4" and cannot differ in length by more than 3/8"
above ground fire sprinkler system. * Provide required up-lift protection for all trusses. - Planning&Zoning (parking and landscaping)
Planner-208-735-7270 or Office-208-735-7267
Kitchen Hood Inspections: Final Inspection: - Engineering (Retention, curb, gutter, sidewalk, drive approaches)
* Fire suppression system must be installed and ready for trip test (trip link, balloons, etc.) prior to * Landings to meet minimum code requirements. (Doors 1010.1.6, Ramps 1012.6, Stairs 1011.6) Lab inspection line 208-735-3446
inspection. * Accessibility Standards are in compliance.(ICC A117.1-2009) -Street Department (road cuts)
* Kitchen hood must be wired to initiate the fire alarm upon activation of the fire suppression system. * Egress door sign-age is posted and correct verbiage is used. Office- 208-736-2226
(The only exception to this is if the building does not require a fire alarm to be installed) * "DOOR TO REMAIN UNLOCKED WHILE BUILDING IS OCCUPIED"
* All electrical outlets, lighting, and appliances under the kitchen hood must shut down upon *Correct hardware has been installed on all doors. * When you are ready for any Fire Department inspections please call (extinguishers,
activation of the fire suppression system. *Panic hardware is installed where required. fire/alarm/sprinkler systems):
* Main gas valve must be installed and must shut down upon activation of the fire suppression *Accessible hardware is installed where required. Fire Marshall -208-735-7232
system. * Handrails shall be installed where required.
* Exhaust fan must be capable of running continuously upon activation of the fire suppression * Stairways shall have handrails on each side. * When you are ready for a building final inspection on the structure:
system. * All racking and shelving to be in place. Make sure you have the final inspections on the plumbing, electrical, and mechanical work.
* Make up air must be capable of running continuously upon activation of the fire suppression system. * All Exit signs are field verified. (must be visible—nothing can block the line of sight) Call the building inspection line 208-735-7333
* Maximum Occupancy signs posted where required. All departments will be notified by this office to go do their final inspection.
Final Inspection: * Special Inspection reports and balance reports need to be received by our office.
* Address must be posted as outlined on the approved set of plans or previously approved by the If there is an elevator in the building please contact the Division of Building Safety at the following link
Twin Falls Fire Marshal. PLANNING &ZONING for any permits/inspections: http://dbs.idaho.gov/programs/industrial/fagEL.html I
ENGINEERING Landscaping: Once ALL the departments have signed the Certificate of Occupancy the Building Official will sign and
* Our code allows for us to issue a TCO with landscaping incomplete; however, we cannot extend the then it will be ready to be picked-up or emailed.
In order to streamline and eliminate confusion in regards to the engineering department commercial TCO beyond the current planting season.This means that we will work with the applicant on a V J
permit inspections,the following will need to be inspected prior to signing the Certificate of definitive date of their choosing, but not typically beyond 2-3 months. If you need a Temporary Certificate of Occupancy there is a $1,000 refundable deposit required. All
Occupancy. All inspections will be completed using the City of Twin Falls approved (stamped) plans. departments are required to sign and give a list of outstanding issues. Once the temporary is all signed
Trash Enclosures: &the list made you will need to come in and sign stating you know what those issue are, that you will
Storm Water Facility Inspections: (3 phases) * Trash enclosures should be finished before a final inspection is requested,this includes the front have them completed by the specified time, and will call for inspection as those items are completed.
* Inspection of excavation, including dimensions and geotextile fabric. All adjoining trenches leading gate on the enclosure. Per our code, we cannot issue a TCO if this item is not completed. It is up to each department to determine if you meet their qualification for temporary occupancy.
to storm water facilities also need to be excavated and inspected.
* Inspection of storm drain pipes (per plans) need to be in place (not covered)for visual inspection. Note: If a building was originally done as a shell, the shell building permit is required to be finaled
The drain rock must meet ISPWC section 801 Drain Rock requirements. All pipe connections to storm prior the tenant improvement permits can be finaled. In addition, if Temporary Occupancy is needed
water facilities must be completed. there will be $1,000 refundable deposit for each permit.
* Inspection of completed storm water facilities with the above referenced drain rock and geotextile
fabric showing proper cover and overlap. •
Site Inspections:
* Verify that the parking lot layout (design) &striping matches the plans
* Verify that the parking lot surface is an approved "hard" surface
* Verify that there is ADA compliant access from the Right-of-Way(ROW)to the building envelope
Right-Of-Way Inspections:
* Verify driveway approach widths & locations according to plans CITY APPROVED PLANS
* Verify ADA compliance of Curb/Gutter, Sidewalks, and Sidewalk/Driveway combinations O
* Verify ROW connections to other Agencies/Entities meet's ADA tolerances
Reviewed for Code Compliance
Flood Plain Inspections: PLANS MUST BE ON JOB SITE
* Verify flood plain location and compare plans to the site
* Verify the commercial buildings are one foot above base flood elevation >%
When ready for inspection please call the Engineering inspection line at (208) 735-3446 for same day FOR ALL INSPECTIONS 4�J•
inspections call before 7:30 am. Having these inspections approved when the work has been
completed will ensure the Certificate of Occupancy is issued in a timely manner. U
2015 IBC Section 105.4 Validity of Permit: The issuance or granting of a permit shall not be a permit for, or approval of, any violation of any of the provisions of this code or of any other ordinances of the jurisdiction. Permits
presuming to give authority to violate or cancel the provisions of this code or other ordinances of the jurisdiction shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the
building official from requiring the correction of errors in the construction documents and other data. The building official is authorized to prevent occupancy or use of a structure where in violation of this code or of any other
ordinance of this jurisdiction. Page 1 of 97
LICENSED
ARCHITECT
AN OFFICE REMODEL FOR: °�T08
ROBERT WEED PLYWOOD sr 6/i6/2022 222
6/
PLAN
3351 ELDRIDGE AVE. TWIN FALLS, IDAHO 83301 Based on20 8NALYSIS Editionofl.B.0
Architect of Record Laughlin Ricks Architecture,L.L.C.
SHEET INDEX Engineer:
Sheet Number Sheet Name GENERAL NOTES:
1. ALL WORK SHALL MEET CURRENT STATE,LOCAL CODES,ORDINANCES,&2018 IBC
AO-0 TITLE SHEET Job Address: 3351 ELDRIDGE AVE.TWIN FALLS,ID.83301
2. ALL MECHANICAL,ELECTRICAL,&PLUMBING WORK SHALL MEET ALL CURRENT APPLICABLE
AO-1 CODE ANALYSIS STATE&LOCAL CODES.
Legal Description:
AO-2 CODE REQUIREMENTS
3. ALL UTILITIES SHALL BE PROPERLY IDENTIFIED&LOCATED BEFORE WORK BEGINS ON
AO-3 CODE REQUIREMENTS PROJECT. Occupancy Classification: B,F-1 Occupant Load Per Area:
A1-0 SITE PLAN 4. CONTRACTOR SHALL VERIFY ALL CONDITIONS&DIMENSIONS AT THE JOB SITE&NOTIFY OFFICE,PLYWOOD MANUFACTURING B=27
A2-0 DEMOLITION PLAN THE ARCHITECT OF ANY DIMENSIONAL ERRORS,OMISSIONS,OR DISCREPANCIES BEFORE Occupancy Use:
CO
BEGINING OR FABRICATING ANY WORK.
A2-1 OVERALL MAIN LEVEL FLOOR PLAN F-1=93
A2-2 ENLARGED MAIN LEVEL FLOOR PLAN 5. DO NOT SCALE DRAWINGS.
A2-3 ENLARGED 2ND LEVEL FLOOR PLAN 6. ALL DOOR HANDLES SHALL BE LEVER TYPE,ALL DOOR HARDWARE SHALL BE A.D.A Allowable Stories Per Code: Provided: (IBC Table 504.4) Total: 120
A5-0 SECTIONS COMPLIANT AS PER CURRENT ANSI117.1 48.550OVERALL
7. AT MAIN ENTRANCE DOOR SHALL HAVE SINGLE ACTION LOCKING DEVICE W OR SIGNED Floor Area: Basement: 1st. 1,950 SF NEW Exits Required: Basement: 1st: 2
A7-O CEILING PLANS 'THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED."
A7-1 CEILING DETAILS 2nd Floor: 1,700 BE 3rd: Total: 2"d: 3rd: 411.
A9-0 SCHEDULES
S-001 GENERAL STRUCTURAL NOTES Total Required Exits Per Occupant Load: 2 (IBC Table 1006.3.2)
S-002 INSPECTIONS 9T-6"
S-101 FOUNDATION PLAN Actual furthest travel distance to exit: (IBC Table 1017.2&1006.2.1)
S-102 SECOND FLOOR FRAMING PLAN Penetrations?Show Approved Listed Products on Plans:
S-103 SECOND FLOOR CEILING FRAMING
S-501 DETAILS Type of Construction: V6 Allowable Building Height: so'
S-502 DETAILS SEE IBC Seismic Design Category: vC Allowable Area Calc's: O
S-510 STAIR DETAILS LL
SECTION 507.5 n B-3s,000 sF F- 34,000 SF z 0
S-602 SCHEDULES Automatic Sprinkler System: Yes: No: (IBC Table 506.2) Z O
Maximum Floor Area Allowed: UNLIMITED Exit Signs: Yes: E No: Lu 0j
Special Inspections Required? Yes: No: x Emergency Lights: Yes: E No: > J o
Firewalls Required? Yes: No: x Fire Extinguishers Shown: Yes: E No: 0
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(Specify Type&Rating) (IFC Section 906) 0 LL
d W z �
Occupancy Separation Use? Yes: No: x Fire Hydrant Locations Shown: Yes:_No: x �j LU
W
Areas of Refuge Required? Yes: No: x Vestibule Required: Yes: No: x Z w 2
(IBC Section 1009.2,3,4) Q o U)
x Z W a W
Area Separation Required? Yes: No: Classified Areas? Yes: No: x W m 9 J
(Show on plans&Show Areas) Q 0 M
Fire Resistance Ratings of BLDG Elements: 0 (IBC Table 601)
(Specify Rating)
Minimum Roof Class: Q (IBC Table 1505.1) Exterior Wall Openings: x (IBC 705.8)
Fire Doors: X (IBC Table 716.1.2) Fire Alarm System: x (IBC 907.2)
Fire Flow and Duration: Corridor Width: X (IBC Table 1020.2)
Rated Structural Frame: Yes: No: x Rated Corridors: Yes: No: x
(Roof Supports Only) (IBC Section 1020.1)
Rated Bearing Walls-Exterior: Yes: No: X Rated Bearing Walls-Interior: Yes:_No: X
0
ABBREVIATIONS Rated Nonbearing Walls-Exterior: Yes: No: X Rated Bearing Walls-Interior: Yes: No: X pp
(>30'Fire Separation) (Roof Supports Only) r
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AC ACOUSTICAL CEILING DIA DIAMETER GYP BD GYPSUM BOARD PL PLATE,PLASTIC LAMINATE T THREAD Rated Nonbearing Walls-Exterior: Yes:_ No:__x_ Rated Nonbearing Walls-Interior: Yes: o
ADJ ADJUSTABLE-ADJACENT DIM DIMENSION HB HOSE BIB P-LAM PLASTIC LAMINATE TBB TILE BACKER BOARD (10'-30'Fire Separation) No: x C
AFF ABOVE FINISH FLOOR DF DRINKING FOUNTAIN HC HANDICAPPED PLWD PLYWOOD T&G TONGUE AND GROOVE W
AL ALUMINUM DP DEEP HDR HEADER PNL PANEL TO TO OF Rated Floor Construction: Yes: No: x Rated Roof Construction: Yes: No: x
ALT ALTERNATE DR DOOR HIMHOLLOW METAL PORC.TILE PORCELAIN TILE TOW TOP OF WALL ,
ANOD ANODIZED DS DOWNSPOUT HORIZ HORIZONTAL PR PAIR TPD TOILET PAPER DISPENSER Ir� s- B^
AP ACOUSTICAL WALL PANEL DWG DRAWING HT HEIGHT PSF POUNDS PER SQUARE FOOT TSCD TOILET SEAT COVER DISPENSER Lighting Layout and COM Check? Yes:_ No: X * N
APPROX APPROXIMATE E EAST HVAC HEATING/VENTILATING/ PSI POUNDS PER SQUARE INCH TT TIRE TREAD V V
ARCH ARCHITECT(-URAL) (E) EXISTING AIR CONDITIONING PT PAINT,PRESSURE TREATED TYP TYPICAL
Comments rlN w
AW ACOUSTICAL WALL EA EACH ILO IN LIEU OF PTO PAPER TOWEL DISPENSER UNO UNLESS NOTED OTHERWISE
AWE ACOUSTICAL WALL FABRIC EJ EXPANSION JOINT INSUL INSULATION QT QUARTZ TILE U/S UNDERSIDE
BLDG BUILDING EL EMERGENCY LIGHTING INT INTERIOR R RISER,RADIUS VB VAPOR BARRIER 4 a
BM BEAM ELEC ECLECTRIC(-AL) JNT JOINT RB RESILIENT BASE VCT VINYL COMPOSITION TILE
Boo BOTTOM OF DECK EP ENAMEL PAINT KID KNOCK DOWN RD ROOF DRAIN VERT VERTICAL
BOT BOTTOM EQ EQUAL LAV LAVATORY RO ROUGH OPENING VGF VINYL GYM FLOORING
BTWN BETWEEN EW EACH WAY MCFP MULTI-COLORED FINISH RR RESTROOM VIE VINYL INDUSTRIAL FLOORING
CB CATCH BASIN EXG EXISTING PAINT SYSTEM RSF RUBBER SHEET FLOORING VR VAPOR RETARDER
CBT CABINET EXP EXPANSION MDo MEDIUM DENSITY S SOUTH VT VINYL TILE
CG CORNERGUARD EXT EXTERIOR OVERLAY PLYWOOD SC SOLID CORE VWF VINYL WALL FABRIC r-!
cJ CONTROLJOINT FA FIREALARM MECH MECHANIC(-AL) SCU STRUCTURAL CLAY UNIT W WEST nPLAN ANALYSIS
CL CENTERLINE FD FLOOR DRAIN MFR MANUFACTURE(-R) SD SOAP DISPENSER W/C WATER CLOSET U 1/4"=1'-O" `y
CLG CEILING FE FIRE EXTINGUISHER MIN MINIMUM SDSV STATIC DISIPATIVE SHEET VINYL WD WOOD
CUR CLEAR(-ANCE) FEC FIRE EXTINGUISHER CABINET MISC MISCELLANEOUS SF SPECIALTY FINISH W/o WASHER&DRYER
CMT CERAMIC MOSAIC TILE FF FACTORY FINISH,FINISH FLOOR MRGB MOISTURE RESISTANT SFGL SAFETY GLASS Woo WINDOW
CMU CONCRETE MASONRY UNIT FIN FINISH(-ED) GYPSUM BOARD SHTG SHEATHING WE WALL FABRIC
cc CLEAN OUT FLR FLOOR(-ING) MTL METAL SIM SIMILAR WFV WOOD FACE VENEER
COL COLUMN END FOUNDATION N NORTH SL SLOPE WG WIRE GUARD
CONC CONCRETE FOC FACE OF CONCRETE (N) NEW SND SANITARY NAPKIN DISPENSER WGL WIRED GLASS
CONT CONTINUOUS,CONTINUE FRP FIBERGLASS REINFORCED NA,N/A NOTAPPLICABLE SP SPACE(-S) WM WIRE MESH
CORR CORRIDOR PLASTIC PANEL NIC NOT IN CONTRACT SPEC SPECIFICATION W/O WITHOUT
CP CARPET FRVR FLAME RESISTANT VAPOR BARRIER NDU SANITARYNAPKIN so SQUARE WOC WALK-OFF CARPET CITY APPROVED PLANS
CS CONCRETE SLAB,SEALED FT FOOT,FEET DISPOSAL UNIT S/S STAINLESS STEEL WP WATERPROOFING
CT CERAMICTILE FTG FOOTING NOM NOMINAL ST STAIN WPS WALL PROTECTION SYSTEM
CTJ CONTROLJOINT FWC FABRIC WALL COVERING NTS NOT TO SCALE STL STEEL WR WATER RESISTANT DATE: 6/i6/2022
CTR COUNTER(-TOP) GA GAUGE OC ON CENTER STIR STRUCTURE(-AL) WRGB WATER RESISTANT GYPSUM Reviewed for Code Compliance
DBL DOUBLE GALV GALVANIZED OD OUTSIDE DIAMETER STRG STORAGE WALLBOARD RCR/LJS RCR
DET DETAIL GH GARMENT HOOK OPP OPPOSITE SV SHEET VINYL FLOORING WWF WELDED WIRE FABRIC PLANS MUST BE ON JOB SITE
GMM GLASS MESH MORTAR BOARD PCMU PRE-FACED CMU W/ WITH
FOR ALL INSPECTIONS AO-0
Page 2 of 97
LICENSED
ARCHITECT
—as
TABLE 504.4 TABLE 506.2
ALLOWABLE NUMBER TA STORIES ABOVE GRADE PLANE ALLOWABLE AREA FACTOR(A,=NS,S,S13R,OR SM.AS APPLICABLE)IN SQUARE FEET sraTE ioa(o
TYPE OF CONSTRUCTION TYPE OF CONSTRUCTION 6/16/2022
OCCUPANCY OCCUPANCY TYPE I TYPto- 71��4o
PE III TYPE IV TYPE V
TABLE N FEET
CLASSIFICATION TYPE I TYPE II TYPE III TYPE IV TYPE V CLASSIFICATION SEE FOOTNOTES
ALLOWABLE BUILDING HEIGHT IN FEET ABOVE GRADE PLANE SEE FOOTNOTES A B A B A B HT A B A B A B HT A B
TYPE OF CONSTRUCTION Ns UL UL m 19,00o a6,0o0 IS.- %M
OCCUPANCY TYPE TYPE II "TYP Ns uL n 5 a s 3 5 3 2 B St 1W.000
CLASSIFICATION SEE FOOTNOTES B UL UL o0]6,6w 1a4,o0o 12.000 ,6
A B tA � B UL UL 1 Sao W STOW 1ofi,000 Ko00 27,0.
UL 16055 NS UL 11 4 2 a 2 4 2 1 F-i S1� 100.000 A,B,E,F,M,S,U a0S UL UL W 00 36,000 100,500 42,000 25,500
TABLE 504.3 n TABLE 504.4 rl TABLE 506.2
1/4 -1-0
TABLE 601
FIRE-RESISTANCE RATING REQUIREMENTS FOR BUILDING(HOURS)
TYPE OF CONSTRUCTION
BUILDING ELEMENT TYPE I TYPE II TYPE III TYPE IV JEA B A B A B HT
PRIMARY STRUCTURAL FRAMe(SEE SECTION zoz) TABLE 602
FIRE-RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE SEPARATION DISTANCE-Ao
BEARING WALLS
EXTERIOR
INTERIOR FIRE SEPARATION OCCUPANCE OCCUPANCE GROUP
DISTANCE=X(FEET) TYPE OF CONSTRUCTION OCCUPANCE GROUP He GROUP F-1,M,S-1' A,B,E,F-2,I,R,S-2,UN O
NON BEARING WALLS AND PARTITIONS LL
EXTERIOR SEE TABLEem X<5 All 3 2 1 1--- 0
TABLE 508.4 O
NO
REQUIRED SEPARATION OF OCCUPANCIES(HOURS) RING WALLS AND PARTITIONS 5<X<10 IA 3 2 1 Z
TBRoR ° Others 2 1 1 W
N
OCCUPANCY A,E I-1a1 I3,I-4 1-2 R F-2,S-2B,U M S 1' H-1kS
H-2 H-3,H-4 H-5 IA,IB 2 1 1 w }
FLOOR C'NITRU"'IAND
S NS S NS S NS S NS S NS S NS S N3 NS S NS S NS SECONDARY ME ERS(SEE SECTION ere) 1 10<X130 1113,VB 1 J o
Others 1 1 1 O a- U)
B,F 1.M.s-1 - - - -- -- - - - -- - N ry z ry RaIF carvsrnucnoN o AssOIIATeo v Q LL
SECONDARY MEMBERS(SEE SECTION 2.) X>3O All O O O
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y TABLE 508.4 TABLE 601 Z w Z
1/4"=1'-0" 1/4"=1'-0" TABLE 602 Q o Q
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TABLE 1004.5
MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT TABLE 1017.2
EXIT ACCESS TRAVEL DISTANCE-
FUNCTION OF SPACE OCCUPANT LOAD FACTOR- SECTION 507
OCCUPANCY WITHOUT SPRINKLER WITH SPRINKLER UNLIMITED AREA BUILDINGS
BUSINESS AREAS 150 GROSS
SYSTEM(faet) SYSTEM(feet)
CONCENTRATED BUSINESS USE AREAS q B,F-1,M,R.s1 507.5 TWO-STORY BUILDINGS.THE AREA OF A GROUP B,F,M OR S BUILDING
NOT MORE THAN TWO STORIES ABOVE GRADE PLANE SHALL NOT BE LIMITED
-1 NOT 1E 1 TEo zsro WHERE THE BUILDING IS EQUIPPED THROUGHOUT WITH AN AUTOMATIC SPRINKLER $„(
WAREHOUSES 500 GROSS SYSTEM IN ACCORDANCE WITH SECTION 903.3.1.1 AND IS SURROUNDED AND ADJOINED
BY PUBLIC WAYS OR YARDS NOT LESS THAN 60 FEET IN WIDTH.
n TABLE 1004.5 SECTION 507
n TABLE 1017.2 U
1l4"=1'-0" J 1/4"=1'-0" U 1/4"=1'-0"
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CITY APPROVED PLANS
Reviewed for Code Compliance DATE: 6/i6/2022
PLANS MUST BE ON JOB SITE oCRLJS RCR
FOR ALL INSPECTIONS
AO-1
Page 3 of 97
LICENSED
ARCHITECT
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42� D, n/�//A,
NON ABSORBENT WATER CLOSET(W/C) TOILET PARTITIONS R
HEIGHT OF LAVATORIES HEIGHT OF MIRRORS STADTE ioaio
NON ABSORBENT SURFACE TO 4'-0" SEAT HEIGHT U 6/16/2022
SURFACE T04'-O" J ABOVE FINISH FLOOR WALL 60"
ABOVE FINISH FLOOR 3 yr'MIN ¢ 18 20
3 MIN 3 5 0" 7
42". 39"-41 - `O 24" CLEAR w
< ��` ¢ -� AMBULATORY STALL 4om 15"
2-0„1�-0,� 12"MAX J r- HEIGHT OF URINALS �¢
GRAB MIN MIN GRAB O PILASTER ANSI A117.1-2003,605.2 <� -
BAR BAR g RIM HT.
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T.O.SEAT HT.
_ T.O.SEAT RIM LL
60"MIN J LL
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16"-18" 24"MIN Or
TOILET PARTITIONS
ACCESSIBLE / � STANDARD URINAL SCREENS ACCESSIBLE STANDARD ACCESSIBLE STANDARD 18"X30" 20"X60"
WATER CLOSET(W/C) CLEAR 48'MAX NDU WHERE WATER CLOSET(W/C) PROVIDE ONE GARMENT URINAL URINAL LAVATORY LAVATORY MIRROR FULL MIRROR
INDICATED HOOK AT EACH TOILET UNO
PARTITION DOOR PROVIDE ADA PADS,PER SPECS
IN FORWARD REACH DISPENSERS 1.PROTECTION UNDER SINKS
606.6 EXPOSED PIPES AND SURFACES.WATER SUPPLY AND DRAINPIPES UNDER LAVATORIES AND
SINKS SHALL BE INSULATED OR OTHERWISE CONFIGURED TO PROTECT AGAINST CONTACT.THERE
O NOTE:AT RESTROOMS/TOILET ROOMS THE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES AND SINKS.
TOWEL,SOAP,AND SANITARY NAPKIN
¢ DISPENSERS ARE TO BE INSTALLED SO AS 2.FLUSH CONTROLS
- x ¢ _ .-a"e e a NOT TO EXCEED 40"AFF TO ANY OPERATING 604.E FLUSH CONTROLS.FLUSH CONTROLS SHALL BE HAND OPERATED OR AUTOMATIC.HAND
w e Z Z CONTROLS,RECEPTACLE,OR DISPENSER. OPERATED FLUSH CONTROLS SHALL BE LOCATED ON THE OPEN SIDE OF THE WATER CLOSET.
°? 3 p _� F v g EXCEPTION:IN AMBULATORY ACCESSIBLE COMPARTMENTS COMPLYING WITH SECTION 604.9,FLUSH
m CONTROLS SHALL BE PERMITTED TO BE LOCATED ON EITHER SIDE OF THE WATER CLOSET.
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ACCESSIBLE SOAP TOILET NAPKIN TOILET GARMENT MOP)P FIRE EXTINGUISHER SANITARY BABY CHANGING 3.TOILET PAPER DISPENSER.
PAPER TOWEL DISPENSERS PAPER DISPOSAL SEAT COVER HOOK HOOK)K CABINET NAPKIN STATION 604.7 DISPENSERS.TOILET PAPER DISPENSERS SHALL COMPLY WITH SECTION 309.4 AND SHALL BE 7
DISPENSER (SD) DISPENSER UNIT DISPENSER (GH) (MH)H) (FEC) DISPENSER INCHES(180 mm)MINIMUM AND 9 INCHES(230 mm)MAXIMUM IN FRONT OF THE WATER CLOSET
(PTD) AS INDICATED (TPD) (NDU) (TSCD) MOUNT ON BACKSIDE PROVIDE ONE @@ LOCATION DIRECTED MEASURED TO THE CENTERLINE OF THE DISPENSER.THE OUTLET OF THE DISPENSER SHALL BE 15
AS INDICATED (OFCI) @ ALL WIC PROVIDE ONE PROVIDE ONE ABOVE EA. OF ALL RESTROOM DOORS ALL CUSTODIAL4L BY OWNER INCHES(380 mm)MINIMUM AND 48 INCHES(1220 mm)MAXIMUM ABOVE THE FLOOR,AND SHALL NOT
(OFCI) LOCATIONS @ ALL ADA RESTROOM WATER CLOSET &PARTITIONS,U.N.O. SPACES=S BE LOCATED BEHIND THE GRAB BARS.DISPENCERS SHALL NOT BE OF A TYPE THAT CONTROL
(OFCI) STALLS,WOMEN DELIVERY,OR DO NOT ALLOW CONTINUOUS PAPER FLOW.
GENERAL-FIXTURE MOUNTING
n HEIGHTS
L 1/4"=1'-0"
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RADIUS AT ALL CORNERS Z O
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PA K NG GREEN TEXT&BORDER G
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BLUE SQUARE,WHITE SYMBOL U ' G
JAI 0' C) LLW
F = WHITE BACKGROUND Lw
COUNTER SINKCOUNTER SINKw Z w p —
HOLES FOR SCREW HOLES FOR SCREW r-O w 3j w V
HEAD(TYP) HEAD(TYP) N z W-X I U a ALUMINUM SIGN W/TAMPER z ¢ LLI
8" 8" w o_w N w g a RESITANT SIGN BOARD Q
O O O O r O vi MOUNTING FASTENERS o
RADUSED RADUSED ¢w w U z z o` LL z-y, 2"GALV.STEEL POST Z w w co o w
�o CORNERS o CORNERS Q¢w C�Q O O Q
W 5.-0.. AFF LU ��` 5'-0" AFF / z 0¢w
/ 0e o O= �O
EN OMEN / g w<O zOm
wwz �LL�
MIN 314"RAISED RAISED MIN 314"RAISED RAISED \ 30 70
LETTERS BRAILLE LETTERS BRAILLE \ co
SURFACE MOUNTED PANEL SURFACE MOUNTED PANEL \
SIGN TYPE A SIGN TYPE B "I -
n GENERAL-SIGNS GENERAL-SIGN MOUNTING HEIGHT r1 ACCESSIBLE ENTRANCE n ACCESSIBLE PARKING SIGNS
1 1/2"=1'-0" 1/4"=1'-0" 1/4"=1'-0" 1"=1'-0"
U
U
p.l M
1-0
U A
> � � V
» v
� U 'T'
8"MIN P
3-I R
MAX MAX '-q Cd
UNOBSTRUCTED FORWARD REACH UNOBSTRUCTED SIDE REACH OBSTRUCTED HIGH FORWARD REACH
(A)
I
I 1
20 TO 25
10T024 =-O CITY APPROVED PLANS
MAX _� DATE: 6/i6/2022
OBSTRUCTED HIGH FORWARD REACH
(B) OBSTRUCTED HIGH SIDE REACH OBSTRUCTED HIGH SIDE REACH Reviewed for Code Compliance RCR/LJS RCR
(A) (B) FLOOR 1- 1"MIN - cn�k"e
PLANS MUST BE ON JOB SITE
n OPERABLE PARTS&REACH RANGES n LAVATORY CLEARANCE /�
U 3/8"=1'-0" U FOR ALL INSPECTIONS AO-2
Page 4 of 97
LICENSED
ARCHITECT
-as
2TO(68 DES THE MANDATORY
z 2 6 mm)FLOOR TO UNDER-
c? SIDE1'-0" 32"MIN MOUREOUIREMENTS WHEN sWE IC..
I MOUNTED IN THIS MANNER. 6/16/2022
v MIN 35" A.D.A.ACCESSORY c=::=
APRON C==
I x_x
O
35"
1'-6' 32"MIN FLOOR LINE
FRONT APPROACH FRONT APPROACH -5"MAX FOR FORWARD
APPROACH
PULL SIDE,CLEARANCE PUSH SIDE,CLEARANCE 3\"MAX FOR PARALLEL
APPROACH
2 DRINKING FOUNTAIN DETAIL
L 1/4„_�,_0„
I I I I
_ T-0' 32"MIN - 1 3'-6" 32"MIN
1 MIN 35" MIN 35"
I
4"BACK ANDSZDE SOLID TF
SURFACE
BACKSPLASH T-3 15/16"
HINGE APPROACH HINGE APPROACH APRON
PULL SIDE,CLEARANCE PULL SIDE,CLEARANCE
n
F- -r 71 WRAP PIPES WITH
INSULATI
WOOD ACCESS PANEL,PT, l MATERIAO L O
1 12"X12",VERIFY z L.L
z 12"` 35" 22" L J _ O
MIN MIN 32" MIN
1 24" 35" Z
e MIN MIN 32" ui O H
W > ro Z
'IF BOTH CLOSER AND TILE BASE > -1LLI
LATCH ARE PROVIDED Q
`54"MIN IF E Q LL LLI
48"MIN IF BOTH CLOSER IS FRONT VIEW
CLOSER AND LATCH PROVIDED Lw ?
PROVIDED
u d
HINGE APPROACH Z w LLI
PUSH SIDE,CLEARANCE LATCH APPROACH s" Q 6f
PULL SIDE,CLEARANCE 4"BACK AND w m o 0
SIDE SPLASH O Q
SOLID SURFACE Q M V
COUNTERTOP
5'-0"MIN 5'-0"MIN
I \ APRON
E
24 35" // —— \ r INSULATE PIPES AT
MIN MIN 32" z ALL ACCESSIBLE
/ \ CUT SKIRT TOP TO MATCH
/ b BOWL PROFILE WITH I TOILETS
i \ 9 z CLEARANCE TO REMOVE SKIRT
`48"MIN IF \ I — — WOOD DEMOUNTABLE
CLOSER IS \ / z SKIRT WITH FIXED SIDES
PROVIDED \ /
\ / N
81/i6"MIN 911/16" 6"MAX U
3'-0"MIN
1'-0"MIN 1'-0"MIN L�.Q
LATCH APPROACH TILE BASE PER O0
PUSH SIDE,CLEARANCE ELEVATIONS V
CIRCULAR T-SHAPED A
TURNING SPACE TURNING SPACE SECTION VIEW (j
n DOOR CLEARANCE REQUIREMENTS TYP ADA VANITY 'u
N
�I N
C�
CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance
RCR/LJS RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS AO-3
Page 5 of 97
�`-` LICENSED
r ARCHITECT
I ` �� PIL905]OS
I 6/16/2022
` PROPERTYLINE
i 19
wi RAILROAD EASEMENT
al ��
I
I
i EXISTING DUMPSTERS
IRRIGATION EASEMENT
I
I Q
I O1<
LL
Z O
17 E)PARKING SPOTS W O
PLUS 1 E)ADA SPOT i W
I > J a
10 E)PARKING SPOTS O a j
I p LL
I W
I
i H �: � Z
Z w Q
Z W a
3 W Co 9 W
I EXISTING BUILDING
I
I
I
I
I
I
I
I
I
U
I AREA OF WORK
I
M
I U
I (E)FIRE HYDRANT
I \$:Lq W
�M
I
0
-- -- -- -- --------•--------------•----- -- -- -- —
ELDRIDGE AVENUE — -- -- -- --
---------"-----------•--•--.--.PROPERTY LINE A�
-__-.--.-----.-----_----__--_--_--_--_----- w?
I�
1 SIS1"-30'-O" NORTH
CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance
RCR/LJS RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS Al-0
Page 6 of 97
LICENSED
ARCHITECT
-as
STATE IC..
6n6/2022
DASHED LINES INDICATE ITEMS TO BE DEMO'D
A
O
z
ai
LLI
z w
II "
�' If`" �`.`:: • ,:I Imo :.`:
Q � o �
Z w O
w m
H
I•I"::.: _ -. . . is .:
Imo,:.'_ :_-" ..:II,..: "..".-... ::...,' `•: : ..,. .._ ..".. .;::':
J M
!� O
�M
REMOVE 3)EXISTING WINDOWS,
2 ON 2ND LEVEL,1 ON LOWER LEVEL; V * N
A PATCH AND REPAIR AS ROD
wy'I O
DEMOLITION FLOOR PLAN
C�
CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance RcwL�s RCR
D,� cn�ke
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Page 7 of 97
LICENSED
ARCHITECT
-as
1. ANY LOCATION WHERE WOOD IS TOUCHING CONCRETE,MASONRY,CMU,OR STEEL SHALL BE PRESSURE TREATED.
2. ALL WOOD SHALL BE DOUGLAS FIR#2 OR BETTER.
3. ALL NEW INTERIOR WALLS SHALL BE M W/5/8"GYP BD EA.SIDE U.N.O.
4. ALL NEW INTERIOR WALLS SHALL HAVE SOUND BATT INSULATION srnTE iC..
A B C D E F G H J l K ) 6/16/2022
GENERALNOTES
I
I
I I I I I I I
I
234'-0"
26'-0" 26'-0" 26'-0" 1, 26'-0" 26'-0" 26'-0" 26'-0" 26'-0" 1, 26'-0"
IEXIT EXIT 1
Z
Q
J
� d
O
�- - � - - - - - - - - - - - - - - � z O OJ
W O LL.
PRODUCTION M W
AREA W
> J ° W
—TO-81 O d J
48,550 SF
0 LL Z
LLI Z Q
Q ED
z W � �
Lu m W
Q 0 MO
INSULATE"BLUE"WALLS W/R-21 BATT INSULATION
ALL INTERIOR WALLS SHALL HAVE SOUND BATT INSULATION
A2-2 Q�
3.1 ~- U
Lw N
Lw IIII up
I
3.2 - I '~
\Q wM
I _
I � �
>o
4 EXIT T EXIT A •^ U p Px
—-—-— — A.1 — ---—---
A VOID
c�
See C/0#1
1 OVERALL NEW FLOOR PLAN
CITY APPROVED PLANS DATE: 6/i6/2022
Reviewed for Code Compliance RCR/LJS RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS A2-1
Page 8 of 97
LICENSED
sm;
rtable fire extinguishers to meet the ARCHITECT
PR-9 as
ments of 2015 IFC 906.1 /NFPA 10.
5 lbs.portable fire extinguisher withum rating of 2A-10B.el distance from an extinguishert exceed 75 feet.The extinguisher sraTE ;C..mounted in a conspicuous location 6/16/2022
ucted and unobscured from view
(E)ELECTRICAL SERVICE
Exit Signs:
A Emergency power shall be provided for
exit signs as required in Section
4'-0' EYE WASH SINK 1013.6.3.The system shall be capable
CLEAR UTILITY SINK of powering the required load for a
duration of not less than 90 minutes.
ALL INTERIOR WALLS SHALL HAVE SOUND BATT INSULATION
w ii>
m a OPEN TO ABOVE- - 102 w
a LOBBY 3, _ _ — �— \ 1008.3.3 Rooms and spaces:In the event of power supply
m 101 _N _ _ — — m- — 32 42"HIGH PARTITION failure,an emergency electrical system shall automatically
illuminate all the followingareas:
1.Electrical equipment rooms.
\ 2.Fire command centers.
6
3.Fire pump rooms.
z D \ 4.Generator rooms.
5.Public restrooms with an area greater than 300 square feet
a
2•-6,. 3' 0" �\
PASS THRU WINDOW i,\
(SLIDING GLASS)W/
MARBLE SHELF AT
� 2'-10^AFF. OFFICE -------- OFFICE \ Z
Q
3'x X FIXED WINDOW; 1O2 103 \ J
m i
ALIGN TOP OF WINDOW 11'-4" 63/4" 4'-0" 6314" 7 14'-8718" 63/4" \ Il
W/TOP OF DOOR
LL
0
SEE DETAIL 3/AO-3 -- Q O
WOMEN'S ;�
0 LL
RESTROOM -' 1os W O J
W
6'-0" 104 2A 1 OBC FE / W �- W
3 � ICE /
A5-0 \ / >
LL7
105 J o J
\ FLOOR DRAIN ,/ 0 11 Z
_ PROVIDE FLOOR
SINK FOR ICE MACHINE _____ __ a QW z Q
/ _____ __ 2 LJ_i
3'-6" 1'-6'
/ I— > LL1
/ Z a
O DRINKING FOUNTAIN / QED
/ Z LLJ e a -—
m ----- --�� 42"HIGH PARTITION I- O Z
MOP SINK - / Q R'i LLI
v /
STORAGE 16s / BREAKROOM --
107
106
3'-6" 1'-6" SEE DETAIL 3/AO-3,
\ -
FLOOR DRAIN /
E)WALL TO REMAIN 9 °,
s-2\ MEWS /
r-s" 3'-0^ RESTROOM
/ 6-0 O 63/4" 28'-3718' V
STEP
105 - 8'-0" 6'-8" 6'-8. UP r o
� Tn
00
k 109 U
Cd �o
I I
16'-5 112" 11'-5 3/4" 22'- 1 5/8"
17'-87/8" �.�.
PROVIDE 3)NEW 4'X4'FIXED WINDOWS
ALIGN TOP OF WINDOWS WITH TOP OF DOORS V « N
A A.1 B.1 B.2 •,� _� w
ax
U p a
rl ENLARGED NEW FLOOR PLAN
1/4"=1'-0"
VOID
See C/O#1
CITY APPROVED PLANS DATE: 6/i6/2022
Reviewed for Code Compliance RCR/LJS RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS AZ-L
Page 9 of 97
LICENSED
ARCHITECT
-as
A
I�
6/16/2022
2x4@161'O.C.W/R-15
INSULATION&5/8"GYP BD EA SIDE
4" +1-6'-4318" 5'-103/4" 19'-93/8"
2 x 4 PARTITION WALL 2 x 6 PARTITION WALL
3.1 e
T WALL
WINDOW;
W/R`-2211NSULATION&58HGYP
PBD
WINDOW;ALIGN EA SIDE
W/DOOR BELOW
ALIGN TOP OF -
WINDOW W/TOP OFFICE
OF DOOR
� F 201
2 N, w
A5-0 a J 2 x 6 PARTITION WALL
Z
201 2 x 4 PARTITION WALL J
(Y
s BREAKROOM O p
OFFICE LL
202 ON F203
❑ p
z O LL
SEE DETAIL 31AO-3 O LLI p> J 2 x 4 @ 16"O.C.W/R-15 :2 > LLI
4314" 4'-0" 43/4" 15'-07/8" INSULATION&5/8"GYP BD EA SIDE 1 LLI }
As-o J o LLI
p � � J
c� ❑ LL ❑
3 EXIT F H G LWLI 2 (lJ
AS-0 b 25'-6" �j ❑
5._2. — — — — — — — — — — — — — — — — — — — — — Z W W
CLEAR zos CORRIDOR ' I D Q o
RESTROOM 205 2A 10BC FE W m 9 J
2 x 4@ 16"O.C.WITH 5/8" I w
2O4 GYP BD EA SIDE&SOUND ~ O Z
BATT INSULATION. I Q c"'i W
3- 2"' PARTITION WALLS SHALL
EXTEND 6"MIN ABOVE
FINISHED CEILING,TYP AT
2ND FLOOR
/ HVAC CHASE
3.3 zo 208 — LOUNGE
208
OFF,CE OFFICE M
U
207 206 I
M
i
3'-515/16" 4'-0" 3'-515/16" 5'-63/4" 4'-0"
H o
3/4" 11'-10 3/8" I S-0 -11 31IT' I ,O
PROVIDE 4)NEW 4'X 4-FIXED Q a
WINDOWS;ALIGN WINDOWS IN Q
LOUNGE W/WINDOWS IN BREAKRM
A A.1 BELOW B.
VOID
See C/0#1
n ENLARGED 2ND LEVEL FLOOR PLAN
1/4"
CITY APPROVED PLANS DATE: 6/i6/2022
Reviewed for Code Compliance LJs arc
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS A2-3
Page 10 of 97
LICENSED
ARCHITECT
-as
6/16/2022
1 112"DIAM RAILING AT T-0"H
42"HIGH PARTITION
W/WOOD TOP CAP
BLOCKING AT LEDGE LOCATION
v 10'-634ELFLOOR
2 X6 LEDGER
42"HIGH PARTITION
11 7/8"EVIL. W/WOOD TOP CAP
JOIST HANGER
1 1/2"DIAM RAILING AT 3'-0"H
(4)1 3/4"X 14 EVE 2 X 8 LEDGER
7"RISE MAX
2
11R@+-T'EA=6'-5" 11"MIN.RUN
19 R @+-6.75"EA=10'-6 3/4" 11 7/8"LV LVL 10 T @ 11"EA=10'-0" 3/4"-1 1/4"NOSING<
18 T @ 11"EA=15'-7"+LANDING 12"TREAD DEPTH
HANDRAIL 34"-38"
4)1 3/4"X 14 LVLIII BUILDING
Level 1_ PRESSURE TREATED 2 X 6
0 1/2'.0 EPDXY AB L3X3X3/16"X0'-5" PRESSURE TREATED 2 X 4 Level 1 n
EMBED 2 1/2",TYP WITH(2)1/2"0 PRESSURE TREATED 2 X 6 V
1/2"0 EPDXY AB L3X3X3/16'XO'-5"
EACH STRINGER A307 BOLTS
PRESSURE TREATED 2 X 4 EMBED 2 1/2",TYP WITH 0
EACH STRINGER A3076OLTSTS
n SECTION 1 0
1 1/4"=1'-0" 2 SECTION 2 LL Q
1'-0"
LLI
J
0
a.� 0 LL
Z LLI
U7
Z
Q 00
z w aF-
w m 9U
w
Q MU)
ED. EO VOID -F------L
See C/O#1
4 STAIR EXTENSIONS 2"MAX.FROM
3/4"=1'-0° LEADING EDGE V
RECCOMENDE
\ �1 O
- VISUAL CONTRASTING STRIPE '^I P
W 12 X 72(SEE STRUCTURAL DRAWINGS) $"I
��IIIIIIIII 2ND LEVEL FLOORcd
C/� F
10'-63%4"
504.6 VISUAL CONTRAST. V * N
THE LEADING 1 TO 2 INCHES OF EVERY U Fcj�{.Tx.11
TREAD AND LANDING,MEASURED \\\\ �Z
HORIZONTALLY FROM THE LEADING
EDGE OF THE NOSING,SHALL CONSIST
OF A SOLID SOLOR HAVING VISUAL 1"MIN.
CONTRAST OF DARK-ON-LIGHT OR 2"MAX
LIGHT-ON-DARK FROM THE REMAINDER
OF THE TREAD.THE CONTRASTING J
l - MARKING SHALL BE DURABLE AND
1 1/4"-2" _ SHALL EXTEND FROM ONE SIDE OF a)TREAD MARKING
EACH TREAD TO THE OTHER SIDE OF
EACH TREAD.
E)CONCRETE FLOOR (�
OLevel l +34^TO38" 112"MAX CITY APPROVED PLANS
ORECCOMENDED
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
b)ALTERNATE LOCATION RCR/LJS RCR
D,� cnxk"e
3 Section 4 5 HANRAIL TO BUILDING DETAIL 6 STAIR CONTRAST
1/4"=11_01. 3„=1D'_0" 3/4"=1,_0,� A5-�
Page 11 of 97
ACENSED
ARCHITECT
PIt-905]OS
3.1 —
OPEN TO ABOVER.
STATE ia
WS 6/16/2022
S' b AF
.,.
OFF ICE
2 2' 4 ACT System
8'-6"A.F.F. OFFICE
F2 103
2'x4'A TSyst m
8'- "A.F.F.
2'x4'A TSystem VWY MEWS
\ a'-6 A.F.F. RE TROOM
EL
04
i
BREAKROO M EMERGENCY LIGHT
107 A
3.3 STORAGE F2E O 0
1 O 'x 4'ACT Syste 0
5'-6"A.F.F. Z
a' nBF F 3.1 w >-
a/s > J o
\ O D_ J
EL Q LL In
2'z 4' CT System 2 LLI Z Q
ESTROOM 2 x 4'ACT SYs[e 201 2'x 4'ACT S m z > > ll
A.F.F. 9'-0"A.F.F..F. z 1-- < U
J Q QL 0
LU W Z
W m 9 J
O LLI
4 Q MU
A.1 B.1 B.2
OFFICE
ENLARGED MAIN LEVEL CEILING PLAN 203
1'_0"
0"A.F.F.
REAKROOI
3.2 -
aA
Lighting Fixture Schedule 00
ILABELI DESCRIPTION MOUNTING VOLTAGE WATTAGE1 MANUFACTURER NOTES 'x4.ACTSysteii
9'-O"A.F.F.
F1 1X4 SURFACE COLUMETRIC SURFACE 120 35 LITHONIA 1 Q w 0Oo
LED,STEPPED-DIMMING .E
F2 2X4 LED TROFFER LAY-IN 120 40.4 METALUX 1 dWg 3 0
F2E 2X4 LED TROFFER(EM) LAY-IN 120 40.4 METALUX 1
RE$CRQOIVf., EL LO
N p
1. DESIGN IS BASED ON FIRST NAMED MANUFACTURER.ALTERNATE MANUFACTURERES ARE ACCEPTABLE,SUBJECT TO ��., Z
COMPLIANCE WITH SPECIFIED REQUIREMENTS,MODEL NUMBER,TYPE,AND OR CATALOG NUMBER.
F
3.3 2'x 4'AC r System '-q cd
9'-0"A.RF. EL J
`V
OFFICE
207
----- ---- 206— —
2' 4'ACT System 9'-O'A.F.F.
CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance
RCR/LJS RCR
PLANS MUST BE ON JOB SITE
PROVIDE TJI FRAMING ABOVE
206 FOR ALL INSPECTIONS MEFZZANINE.ICE MECHANICAL
A.1 B.1 B.2 A7-0
2 E NLA RGED 2ND LEVEL CEILING PLAN
N =VE
Page 12 of 97
LICENSED
ARCHITECT
-as
VERTICALWIRES /7 q
12 GA.@ 4'-0'O.C.
COMPRESSION STRUT, FIRST LINE OF
FULL HEIGHT,(TYP) BRACING 6'-0"OR LESS FROM sraTE Dallo I
WALL BOUNDARY 6/16/2022
45 M ,�� CEILING SUSPENSION
45 M SYSTEM
WALL
SPLAY WIRE 12 GA.@ 12'-0'
O.C.IN EACH PLAN OF EACH
45 MAX. RUNNER x.
45 M
"M �E 00 SPLAYWIRE
o�Q55�J� MA/vRGNN `� l
PR NOTE: COMPRESSION
1.HANGERS SHALL BE SADDLE-TIED BRACE
AROUND MAIN RUNNERS. NOTE:
2.LOWER ENDS OF FLAT HANGERS AREAS SMALLER THAN 144 SQ.FT.AND WITH
SHALL BE BOLTED WITH 3/8"BOLTS WALLS ON FOUR SIDES EXTENDING TO THE
TO RUNNER CHANNELS. STRUCTURE NEED NOT BE BRACED.NOTE:
3.SPLAY WIRES MUST BE AT 90 BOUNDARY WALLS MUST BE BRACED TOP AND
DEGREE ANGLES TO EACH ADJACENT BOTTOM INDEPENDENT OF CEILING TO QUALIFY
WIRE.
CEILING DETAILS
-0.
COMPRESSION STRUT AT
INTERSECTION MUST BE
PLACED @ 12'-0'O.C. SCREW
(MAX)EACH WAY&WITHIN ATTACHMENT g
6'-0"OF PERIMETER WALLS TO STUDS
(4)-12 GA.SPLAY WIRES
CROSS TEE 0 0 2"EDGE TRIM O
B Q
MAIN RUNNER ® 4 F O
2• (; SCHEDULED W O
ACOUSTICAL LAY-IN •"4 CEILING
PANEL CEILING Lu �j
SLIP CLIP .C W } �
Da > J
ACOUSTICAL SEALANT "•y O D_ j U)
J
SCHEDULED WALL "m LL
STRUT SIZE MAXIMUM LENGTH SCHEDULED ,"4P W
3/4"DIAMETER CONDUIT EMT 8'-6" SUSPENSION
1"DIAMETER CONDUIT(EMT) 10'-0" SYSTEM W
SINGLE 21/2"x20 GA.METAL 1T-6" z w
STUD(Imin=0.18 h4) Q o Z
BACK TO BACK 2 1/2"x20 15'-0" W m o f
GA.METAL STUDS SCREWED
w
TOGETHER @ 24"O.C. � O � W
Q ly- MU
2 CEILING GRID DETAILS
3"=1'-0"
U
N
r--1 aA P
p.l M
U A
U * �
�I N
C�
CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance
RCFJLJS RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS A7-1
Page 13 of 97
LICENSED
ARCHITECT
-as
STATE IDPH�
Room Finish Schedule
6/16/2022
Materials Finishes Ceiling
Number Name Base Finish Floor Finish North East South West North East South West Material Ceiling Finish Remarks
101 LOBBY RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT
102 OFFICE RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT GYP BD PAINT
103 OFFICE RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT GYP BD PAINT
104 WOMEN'S RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD EPDXY PAINT EPDXY PAINT EPDXY PAINT EPDXY PAINT GYP BD PAINT
RESTROOM
105 MEN'S RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD EPDXY PAINT EPDXY PAINT EPDXY PAINT EPDXY PAINT GYP BD PAINT
RESTROOM
106 STORAGE RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT GYP BD PAINT
107 BREAKROOM RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT GYP BD PAINT
108 PRODUCTION RUBBER CONCRETE GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT GYP BD PAINT
AREA
201 OFFICE 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
202 BREAKROOM 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
203 OFFICE 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
204 RESTROOM 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD EPDXY PAINT EPDXY PAINT EPDXY PAINT EPDXY PAINT 2 X 4 ACT PAINT
BASE
205 CORRIDOR
206 OFFICE 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
207 OFFICE 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
208 LOUNGE 1 x 4 WOOD LVP GYP BD GYP BD GYP BD GYP BD PAINT PAINT PAINT PAINT 2 X 4 ACT PAINT
BASE
O
LL
Door Schedule
DIMENSIONS DOOR FRAME W O
Thickn Door > M DOOR ROOM EL Level Width Height ess Material Finish Accessories Door Latch Material Finish Glass Comments Uj
101 LOBBY Levels T-0" 13/4" EXISTING EXISTING DOOR TO REMAIN > J
102 PRODUCTION Levels 3'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT
O
AREA 0� Q LL
103 LOBBY Levels T-0" 7'-0" 1314" WOOD PAINT CLASSROOM WOOD PAINT ac L1J z
104 PRODUCTION Levels 3'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT G LLI U)
AREA LLI
105 WOMEN'S Levels 3'-0" 7'-0" 13/4" WOOD PAINT PRIVACY WOOD PAINT > J
RESTROOM Z
106 STORAGE Levels 3'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT Q o Q
107 MEN'S Levels 3'-0" 7--0" 13/4" WOOD PAINT PRIVACY WOOD PAINT Z LU ER LLI
RESTROOM
108 BREAKROOM Levels 6'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT O U
109 PRODUCTION Levels T-0" 7'-0" 13/4" HIM PAINT WEATHERSTRIPPING,THRESHOLD, LOCKSET HM PAINT Q M
AREA CLOSER,CONTINUOUS HINGES,
PANIC HARDWARE
201 BREAKROOM 2ND LEVEL FLOOR 3'-0" 7'-0" 1314" WOOD PAINT CLASSROOM WOOD PAINT
202 CORRIDOR 2ND LEVEL FLOOR 3'-0" 7'-0" 1314" WOOD PAINT CLASSROOM WOOD PAINT
203 CORRIDOR 2ND LEVEL FLOOR 3'-0" 7'-0" 1314" WOOD PAINT CLASSROOM WOOD PAINT
204 LOUNGE 2ND LEVEL FLOOR 3'-0" 7'-0" 1314" WOOD PAINT CLASSROOM WOOD PAINT
205 LOUNGE 2ND LEVEL FLOOR T-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT
206 RESTROOM 2ND LEVEL FLOOR 3'-0" 7'-0" 13/4" WOOD PAINT PRIVACY WOOD PAINT
207 CORRIDOR 2ND LEVEL FLOOR 3'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT
208 CORRIDOR 2ND LEVEL FLOOR 3'-0" 7'-0" 13/4" WOOD PAINT CLASSROOM WOOD PAINT
U
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CITY APPROVED PLANS
DATE: 6/i6/2022
Reviewed for Code Compliance RcwLls RCR
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Page 14 of 97
1 2 3 4 15
ABRIVIATIONS 2 GENERAL NOTES 5 CONCRETE NOTES n DESIGN CRITERIA LAUGHLIN RICKS
L ROBERT WEED PLYWOOD
INTERIOR OFFICE FRAMING
AB ANCHORBOLT(S) O.C. ON CENTER 1. TYPICAL DETAILS AND SECTIONS SHALL APPLY WHERE SPECIFIC DETAILS ARE NOT SHOWN. 1. MATERIALS,UNLESS NOTED OTHERWISE: 1. BUILDING CODE IBC2018 3351 ELDRIDGE AVE.
ABV ABOVE O.F. OUTSIDE FACE 2. THE CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS.IF ACTUAL CONDITIONS DIFFER FROM THOSE A. NORMAL WEIGHT AGGREGATES ASTMC33 2. SEISMIC TWIN FALLS,ID83301
ALT ALTERNATE OPNG OPENING SHOWN INTHE CONTRACT DRAWINGS,THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER BEFORE B. REINFORCING STEEL ASTM A615 GRADE 60(FY=60 KSI) a. Occupancy II
APPROX APPROXIMATE USE GRADE 40 FY=40 KSI b. Seismic Design Category B
OPP OPPOSITE PROCEEDING WITH THE FABRICATION OR CONSTRUCTION OF ANVEFFEREDELEMENTS. ( )FOR FIELD BENT DOWELS WITH NOESIS ENGINEERING
ARCH ARCHITECT(URAL) SPACINGS INDICATED REDUCED BY 1/3. c. Soil Site Class D
3. THE CONTRACTORMODIFHALL ICATIONS.
S.ANY RITTEN
B THECONTR CONTRACTR BEFORE OR
RECEIVINGDING
WRITTEN
CHANGES, C. DEFORMED BAR ANCHORS IDEA) ASTMA496 d. Mapped Spectral ResponseAccel 5,=0.194 SERVICES,P.C.
PCF POUNDS PER CUBIC FOOT SUBSTITUTIONS OR MODIFICATIONS.ANY WORK DONE BY THE CONTRACTOR BEFORE RECEIVING WRITTEN APPROVAL e. Site Coefficients F,=1.6
BLDG BUILDING D. HEADED STUD ANCHORS(HSA) ASTM A108
PL PLATE IN CASLL E OF ACOATTHE FLICT BETWEESKOFTHE 7RACTOR. f. Design Spectral Response Ac<el SDs=0.207
BLW BELOW E. ANCHOR RODS ASTM F3554 GRADE 36 WITH ASTM A563 HEAVY HEX
PLF POUNDS PER LINEAL FOOT 4. IN CASE OFACONFLICi BETWEEN THE CONTRACT DRAWINGS AND THE SPECIFICATIONS,FOLLOW THE MOST STRINGENT g. Response Modification Factor R=6.5
411111111111111111,
BM BEAM NUTS WITH HARDENED WASHERS
PNL PANEL REQUIREMENT OR DIRECTIONS PROVIDED BY THE ENGINEER AT NO ADDITIONAL COST TO THE OWNER. h. System Overstrength Factor Oo=3.0
BOG BOTTOM F. ADMIXTURES: - /
PSF POUNDS PER SQUARE FOOT Deflection F -
D ERG BEARING Q 5. THE CONTRACTOR SHALL COORDINATE WITH ALL TRADES ANY ITEMS THAT ARE TO BE INTEGRATED IN THE STRUCTURAL I. AIR-ENTRAINING ADMIXTURES COMPLY WITH ASTM C260(WHEN USED). I. Amplification actor Ca-4 p
PSI POUNDS PER SQUARE INCH SYSTEM SUCH AS OPENINGS,PENETRATIONS,MECHANICAL,ELECTRICAL EQUIPMENT,ETC.SIZES AND LOCATIONS OF j. Seismic Response Coefficient C,=Sos%/R=0.032 I
BTWN BETWEEN T CALCIUM CHLORIDES HALL NOTBEADDEH SHALL
THE BE USED FOR ALLIX. l
PT POINT MECHANICAL AND OTHER EQUIPMENT THAT DIFFERS FROM THOSE SHOWN ON THE CONTRACT DRAWINGS SHALL BE G. TYPE I/II CEMENT COMPLYING WITH ASTM C1508HALL BE USED FOR ALL CONCRETE. k. W Dead Load of Structure
C.1. CONST/CONTROL JOINT REPORTED TO THE ENGINEER. H. THE WATER/CEMENT RATIOS SHALL MEETTHE REQUIREMENTS OF ACI 318. I. Base Shear V=COW-0.032W
CMU CONCRETE MASONRY UNIT REINF REINFORCING 6. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING AND BRACING AS REQUIRED FOR HIS METHOD OF ERECTION. I. PROVIDE AIR ENTRAINING AS RECOMMENDED BY ACI 318. 3. FLOOR LOAD 1712 CABALLERO DR.
COL COLUMN REDID REQUIRED SHORING AND BRACING SHALL REMAIN IN PLACE UNTIL FINAL CONNECTIONS FOR THE PERMANENT MEMBERS ARE J. NO ALUMINUM CONDUIT OR PRODUCT CONTAINING ALUMINUM OR ANY OTHER MATERIAL INJURIOUS TO a. Live Load 80 psf
CONIC CONCRETE R.D. ROOF DRAIN COMPLETED.THE BUILDING SHALL NOT BE CONSIDERED STABLE UNTIL ALL CONNECTIONS ARE COMPLETED. CONCRETE SHALL BE EMBEDDED IN CONCRETE. b. Dead Load 15 psf AMMON,IDAHO 83406
CONST CONSTRUCTION RS ROUGH SAWN LUMBER WALLS SHALL NOT BE CONSIDERED SELF-SUPPORTING AND SHALL BE BRACED UNTIL TH E FLOOR/ROOF SYSTEM 15 2. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE AS FOLLOWS: (208)9322720
CTR CENTER RTU ROOFTOP UNITS COMPLETED. A. FOOTINGS 3,000 P51
W W W.NOESIS.US
B. INTERIOR SLABS ON GRADE 4,000 PSI
DB DECK BEARING SCW SEISMIC CRITICAL WELD WOOD NOTES C. WALLS 3,000 PSI IRANVN BY
DEL DOUBLE SHT SHEET D. ALL SITE CONCRETE 4,000 P51
DET DETAIL SI SPECIAL INSPECTION 3. ONLY ONE GRADE OR TYPE OF CONCRETE SHALL BE POURED ON THE SITE AT ANY GIVEN TIME. DBv
CIA DIAMETER SIM SIMILAR 1. MATERIALS: 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE DESIGN,DETAILING,CARE,PLACEMENT AND REMOVAL OF ALL
DIM DIMENSION A. FRAMING LUMBER SHALL BE#1-2 DOUGLAS FIR-LARCH OR BETTER UNLESS NOTED OTHERWISE. FORMWORK AND SHORING. BD By
DN DOWN SMU SUSPENDED MECHANICAL UNITS A. SUPPORTING FORMS AND SHORING SHALL NOT BE REMOVED UNTIL STRUCTURAL MEMBERS HAVE
SOG SLAB-ON-GRADE B. WOOD SHEATHING SHALL BE INTERIOR GRADE WITH GLUE,SPAN INDEX RATIO,UNLESS NOTED OTHERWISE,
DWG DRAWING SO, SQUARE 24/0 WALLS ACQUIRED SUFFICIENT STRENGTH TO SAFELY SUPPORT THEIR OWN WEIGHT AND ANY CONSTRUCTION LOAD TO
DWL DOWEL 48/24 ROOF WHICH THEY MAY BE SUBJECTED.IN NO CASE,HOWEVER,SHALL FORMS AND SHORING BE REMOVED IN LESS
STAG STAGGERED THAN 24 HOURS AFTER CONCRETE PLACEMENT.
STD STANDARD C. NAILS:STANDARD COMMON WITH THE FOLLOWING PROPERTIES:
EA EACH 5. CAST-IN-PLACE
CONCRETE: CLEAR
THE FOLLOWING CONCRETE COVER:
E.F. EACH FACE STL STEEL NAIL SIZE SHANK DIAMETER MIN.PENETRATION INTO SUPPORT MEMBER CAST-IN-PLACE CONCRETE: CLEAR COVER
STIR STRUCTURAL 6D 0.113" 1.25"
E.J. EXPANSION JOINT A. CAST AGAINSTAND PERMANENTLY EXPOSED TO EARTH 3"
ELEC ELECTRICAL STS SELF TAPPING SCREWS 8D 0.131" 1.50" B. FORMED CONCRETE EXPOSED TO EARTH OR WEATHER:
ELEV ELEVATION 10D 0.148" 1.63" #6 THRU#18 BARS 2" O
EQUIP EQUIPMENT T&B TOP AND BOTTOM 12D 0.148" 1.63" #5 AND SMALLER BARS 1-1/2" L1..1
EQ EQUAL TEMP TEMPERATURE 16D 0.162" 1.75" C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND: L_ LLI
E.W. EACH WAY THDS THREADS FASTENERS OTHER THAN COMMON NAILS ARE NOT PERMITTED WITHOUT PRIOR WRITTEN APPROVAL FROM SLABS,WALLS,JOISTS;#11 BARS AND SMALLER 3/4" Q
EXST EXISTING T.O. TOP OF THE ENGINEER. BEAMS,COLUMNS:PRIMARY REINF.,TIES,STIRRUPS,SPIRALS 1-1/2" (n z
(E) EXISTING TOC TOP OF CONCRETE D. BOLTS SHALL BE ASTM A36 OR EQUAL WITH ASTM A563 HEAVY HEX NUTS AND HARDENED WASHERS,GRADE 6. CONSTRUCTION JOINTS AND CONTROLJOINTS:
EXP EXPANSION TOD TOP OF DECK A,UNLESS NOTED OTHERWISE. A. PROVIDE A FORMED AND BEVELED 2 X 4 X CONTINUOUS KEYWAY IN ALL HORIZONTAL AND VERTICAL Q
EXT EXTERIOR CONSTRUCTION JOINTS,UNLESS NOTED OTHERWISE.IN ADDITION,ALL JOINTS SHALL BE INTENTIONALLY Y
C TOF TOP OF FOOTING E. ALL LAMINATED VENEER LUMBER(LVL)SHALL BE 1.9E OR BETTER. O
2. ALL WOOD IN CONTACT WITH CONCRETE,MASONRY OR SOIL SHALL BE PRESSURE TREATED OR BE REDWOOD. ROUGHENED TO A FULL AMPLITUDE OF APPROXIMATELY 1/4-INCH. C
z Q
TOW TOP OF STEEL
FC-x CONTINUOUS FOOTING MARK 3. GENERAL FRAMING AND CARPENTRY SHALL BE CONNECTED AS PER NAILING SCHEDULE" SHEET S-601 B. CONTROL JOINTS SHALL REINSTALLED IN SLABS ON GRADE SO THE LENGTH 70 WIDTH RATIO OF THE SLAB IS = `
TOW TOP OF WALL 5
F.D. FLOOR DRAIN TYP TYPICAL UNLESS NOTED OTHERWISE. NO MORE THAN 1.25:1.CONTROL101NTS SHALL BE COMPLETED WITHIN 12 HOURS OF CONCRETE �
FDN FOUNDATION .PLACEMENT CONTROL JOINTS MAY BE INSTALLED BY:
4. ALL FRAMING ANCHORS,POST CAPS,HOLD DOWNS,COLUMN BASES,ETC.SHALL BE PROVIDED BY WIMPSON STRONG- l/1
FS-x SQUARE FOOTING MARK I. SAW CUT DEPTH OF I/4 THE THICKNESS OF THE SLAB J
LINO UNLESS NOTED OTHERWISE TIE OR APPROVED EQUAL. }
F7 FOOT 5. BUILT-UP BEAMS OF 2X-MEMBER 12 IN.OR LESS IN DEPTH SHALL BE SPIKED TOGETHER WITH NOT LESS THAN I6-D II. CONSTRUCOLED TION
IONNTS OR CON ROLJOIOF 1/4 TS IN SLABS
ON GRADE ATF THE A SPACING Q Y Z
FTS FOOTING SPIKES AT TWELVE-INCH(12 IN.)CENTERS, IF THE DEPTH OF BEAM IS MORE THAN TWELVE INCHES C. THESINSTAL BTHIC THICKNESS
NOR CONTROL101 RUN EINFOR ED SLAB AND
TIMES THE SLAB HIC 3NESS IN > Y 0 Z
FTS-x THICKEN SLAB MARK VERT VERTICAL THE SLAB THICKNESS IN ANY DIRECTION FOR UNREINFORCED SLABS AND 75 TIMES THE SLAB THICKNESS IN
IN.),THE MEMBERS SHALL BE CONNECTED TOGETHER WITH 1/2"0 BOLTS @ 241N.O.C.STAGGERED.BOLTS SHALL BE Q W Q
ANY DIRECTION FOR REINFORCED SLABS,UNLESS NOTED OTHERWISE.CONSTRUCTION JOINTS SHALL NOT EXCEED
GA GAUGE W/ WITH PLACED 1/4 THE DEPTH OF THE MEMBER FROM THE TOP AND BOTTOM OF THE MEMBER. ADISTANCE OF 125'-0"O.C.IN ANY DIRECTION. Z
GALV GALVANIZED WD WOOD 6. ALL WALLS SHALL HAVE A MINIMUM OF TWO TOP PLATES.SPLICES IN TOP PLATES SHALL BE STAGGERED A 7. CONSTRUCTION z J
GLB GLULAM BEAM MINIMUM OF FOUR FEET FROM THE NEAREST SPLICE IN ADJOINING TOP PLATE. A. USE CHAIRS OR OTHER SUPPORT DEVICES RECOMMENDED BY THE CRSI TO SUPPORTAND TIE REINFORCEMENT
LL
GSN GENERAL STRUCTURAL NOTES BARS AND WWF PRIOR TO PLACING CONCRETE.WWF SHALL BE CONTINUOUSLY SUPPORTED AT 36"D.C. _ LU
MAXIMUM.REINFORCING STEEL FOR SLABS ON GRADE SHALL BE ADEQUATELY SUPPORTED ON PRECAST W C)HB HORIZONTAL BRIDGING CONCRETE UNITS.LIFTING THE REINFORCING OFF THE GRADE DURING PLACEMENT OF CONCRETE IS NOT LU M
HORIZ HORIZONTAL PERMITTED. 0 LL oo
STEEL NOTES
HSA HEADED STUD ANCHOR n B. CONCRETE TO BE MECHANICALLY CONSOLIDATED DURING PLACEMENT PERACI STANDARDS. Q O 04
HT HEIGHT C. CONTRACTOR SHALL COORDINATE PLACEMENT OF ALL OPENINGS,CURBS,DOWELS,SLEEVES,CONDUITS, BOLTS,
INSERTS AND OTHER EMBEDDED ITEMS PRIOR TO CONCRETE PLACEMENT.
IBC INTERNATIONAL BUILDING CODE D. ALL EMBEDS AND DOWELS SHALL BE SECURELY TIED TO FORMWORK OR TO ADJACENT REINFORCING PRIOR
I.F. INSIDE FACE 1. MATERIAL: TOTHE PLACEMENT OF CONCRETE.
IN. INCH A. WIDE FLANGES SECTION ASTM A992(50 KSI) E. NO PIPES,DUCTS,SLEEVES,ETC.SHALL BE PLACED IN STRUCTURAL CONCRETE UNLESS SPECIFICALLY
INT INTERIOR B. OTHER SHAPES&PLATES ASTM A36 DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER.PENETRATIONS THROUGH WALLS WHEN
C. PIPE COLUMNS ASTM A53,TYPES E OR S,GRADE B. APPROVED SHALL BE BUILT INTO THE WALL PRIOR TO CONCRETE PLACEMENT.PENETRATIONS WILL NOT BE
JT JOINT D. STEEL TUBES ASTM A500 GRADE B(46KSI) ALLOWED IN FOOTINGS OR GRADE BEAMS UNLESS DETAILED.PIPING SHALL BE ROUTED AROUND THESE
JST JOIST E. DEFORMED BAR ANCHORS IDEA) ASTMA496 ELEMENTS AND FOOTINGS STEPPED TO AVOID PIPING.
F. HEADED STUD ANCHORS(HSA) ASTM A108 F. REINFORCING BARS SHALL NOT BE WELDED.DO NOT SUBSTITUTE REINFORCING BARS FOR DBAS OR HSAS.
k KIP(S)=1000 POUNDS G. BOLTED CONNECTIONS: ASTM A325 8. DETAILING:
KLF KIPS PER LINEAL FOOT 2. FABRICATION AND CONSTRUCTION SHALL COMPLY WITH THE LATEST EDITION OF THE FOLLOWING A. LAP LENGTHS SHALL BE AS FOLLOWS:
KSF KIPS PER SQUARE FOOT CODES AND STANDARDS: I. 30 BAR DIAMETERS FOR#3 AND 44 BARS
B a. AMERICAN INSTITUTE OF STEEL CONSTRUCTION(AISC),"SPECIFICATION FOR THE DESIGN, II. 40 BAR DIAMETERS FOR#5 THROUGH#8 BARS B
LBS POUNDS III. DO NOT SPLICE STIRRUPS AND TIES.
FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS,"WITH
LF LINEAL FOOT "COMMENTARY". IV. DO NOT SPLICE VERTICAL BARS IN RETAINING WALLS UNLESS SPECIFICALLY SHOWN.
LVL LAMINATED VENEER LUMBER b. AISC"CODE OF STANDARD PRACTICE"EXCLUDING THE FOLLOWING:SECTION 3.4,SECTION B. AT JOINTS PROVIDE REINFORCING DOWELS TO MATCH THE MEMBER REINFORCING,UNLESS NOTED
OTHERWISE.
1 4.4,SECTION 4.4.,
MAS MASONRY C. AT ALL DISCONTINUOUS CONTROL OR CONSTRUCTION SLOB ON GRADE JOINTS,PROVIDE 2-114%481NCHE5.
MAX MAXIMUM c. AISC"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" D. PROVIDE CORNER BARS AT INTERSECTING WALL CORNERS USING THE SAME BAR SIZE AND SPACING AS THE
MECH MECHANICAL d. AMERICAN WELDING SOCIETY(AWS),STRUCTURAL WELDING CODE(SPECIFIC ITEMS DO HORIZONTAL WALL REINFORCING.
MFR MANUFACTURER NOTAPPLV WHEN THEY CONFLICT WITH THE AISC REQUIREMENTS). E. ALL VERTICAL REINFORCING SHALL BE DOWELED TO FOOTINGS,OR TO THE STRUCTURE BELOW WITH THE SAME
MIN MINIMUM e. AISC"SEISMIC PROVISION FOR STRUCTURAL STEEL BUILDINGS" SIZE AND SPACING AS THE VERTICAL REINFORCING FOR THE ELEMENT ABOVE.DOWELS EXTENDING INTO
MISC MISCELLANEOUS 3. WELDING FOOTINGS SHALL TERMINATE WITH A 90 DEGREE STANDARD HOOK AND SHALL EXTEND TO WITHIN 4"OF THE
a. ALL WELDING AND CUTTING SHALL BE PERFORMED BYAWS CERTIFIED WELDERS. BOTTOM OF THE FOOTING.FOOTING DOWELS(#8 BARS AND SMALLER)WITH HOOKS NEED NOT EXTEND MORE
NIC NOT IN CONTRACT b. USE E-70 XX OR AS NOTED OTHERWISE. THAN 20"INTO FOOTINGS.
NTS NOTTOSCALE c. ALL INTERSECTING STEEL SHAPES WHICH ARE NOT BOLTED SHALL BE CONNECTED BY A F. HORIZONTAL WALL REINFORCING SHALLTERMINATE AT ENDS OF WALLS AND OPENINGS INTO THE FAR END ORIGINAL
FILLET WELD ALL AROUND,UNLESS NOTED OTHERWISE.WHERE FILLET WELD SIZES ARE OF THE JAMB COLUMN WITH A 90-DEGREE STANDARD HOOK PLUS A 6 BAR DIAMETER EXTENSION. NT1`ER
EDex/BicBoxi.wn ooc DER.NE
NOT SHOWN THEY SHALL BE I/16"LESS THAN THE THINNEST OF THE CON NECTED PARTS HORIZONTAL WALL REINFORCING SHALL BE CONTINUOUS THROUGH CONSTRUCTION AND CONTROL JOINTS. oB NUMBER FD UMENn.
FOR THICKNESSES 1/4"AND LARGER.FILLET WELDS ON PLATES LESS THAN 1/4"SHALL BE
OF THE SAM E SIZE AS TH E THINNEST OF THE CONNECTED PART. ESS(�
Ell. DO NOT WELD ANCHOR BOLTS,INCLUDING"TACK"WELDS.
4. BOLTED CONNECTIONS:
a. USE ASTM A325N BOLTS FOR STEEL TO STEEL CONNECTIONS,AS NOTED HEREIN OR AS 1 6 6 7 6
NOTED ON THE DRAWINGS.A325N BOLTS SHALL BE USED IN CONNECTIONS FOR SIMPLE 6/08/202
SPAN FRAMING AND BEAM(OR GIRDER)TO BEARING PLATE CONNECTIONS.TIGHTEN
BOLTS TO A
G TIGHT
or
b. USE HARDENED U CONDITION.WAS E H RS BENEA THE TURNED ELEMENT OF ALL BOLTS OR NUTS.USE O9/�K
HARDENED BEVELED WASHERS,TO COMPENSATE FOR THE LACK OF PARALLELISM,WHERE
THE OUTER FACE OF THE BOLTED PARTS HAS ASLOPE GREATER THAN ONE IN TWENTY CITY APPROVED PLANS
WITH RESPECT TO THE PLANE NORMAL TO THE BOLT AXIS.AT OVERSIZED HOLES LEE*1
reHARDENED WASHERS OR PLATES SHALL CONFORM WITH ASTMF-436 AND SHALL David K.B _ACOMPLETELY COVER THE SLOTAFTER INSTALLATION. RevleWedfo1 Code Complia ce os.oB,a.zcs,nsvv A
c. WHEREASTEELTO STEEL BEAM CONNECTION IS NOTSHOWN,PROVIDE A STANDARD AISC
FRAMED CONNECTION FOR ONE HALF THE TOTAL UNIFORM LOAD CAPACITY OF THE BEAM PLANS MUST BE ON JOB SITE
FOR THE SPAN AND STEEL SPECIFIED. GENERAL STRUCTURAL
D. BOLTS,NUTS AND WASHERS SHALL NOT BE REUSED. NOTES
5. PROVIDE FULL-DEPTH WEB-STIFFENER PLATES AT EACH SIDE OF ALL BEAMS AT ALL BEARING FOR ALL INSPECTIONS
POINTS.STIFFENER PLATES SHALL BE THE THICKNESS CALLED OUT BELOW UNLESS NOTED
OTHERWISE AND SHALL BE WELDED BOTH SIDES WITH FILLET WELDS ALL AROUND:
FLANGEWIDTH STIFFENER THICKNESS WELD SIZE
LESS THAN 81/4" 1/4" 3/16"
81/4"TO 12 1/4
3/8" 1/4" No. Description Date C
12 1/4"TO 16%" 1/2" 5/16" "-001
16%"TO 20 K" 5/8" 3/8"
1 2 3 4 5 Page 15 of 97
1 2 3 14 5
SPECIAL INSPECTION SCHEDULE WELDING STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE
ESTABLISHED PER 2018 IBC SECTION 110 AND CHAPTER 17 ESTABLISHED PER 2018 IBC SECTION 1705.2.1,STANDARDS PER AISC STEEL CONSTRUCTION MANUAL 15TH ED. LAUGHLI N RICKS
ITEM CONTINUOUS° PERIODIC° REFERENCE COMMENTS ROBERT WEED PLYWOOD
FABRICATOR SPECIAL INSPECTOR
1.1 SPECIAL INSPECTION IS NOT REQUIRED WHERE THE WORK IS DONE ON THE PREMISES OFA FABRICATOR REGISTEREDAND INSPECTION TASKS PRIORTOWELDING(AISCTABLENS.4-1) QUALITY CONTROL QUALITY ASSURANCE NOTES INTERIOR OFFICE FRAMING
APPROVED TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION,PROVIDED THE FABRICATOR COMPLIES WITH IBC 3351 ELDRIDGE AVE.
PRE-FAB CONSTRUCTION(IBC1704.2.5) REFERENCE NOTES 1704.2.5.1. WELDER QUALIFICATION RECORDS AND CONTINUITY RECORDS P O 1. (0)OBSERVE(PERIODIC)-OBSERVE THESE ITEMS ON A RANDOM BASIS.OPERATIONS NEED NOT BE DELAYED TWIN FALLS,ID83301
1.1&1.2 1.2 INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION PENDING THESE
TOOK PLACE ON SITE.SPECIAL INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY WELDING PROCEDURE SPECIFICATIONS(WPSs)AVAILABLE P P INSPECTIONS. NOESIS ENGINEERING
CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF COMPLIANCE.(SEE NOTE 2). MANUFACTURER CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE p p 2. (P)PERFORM(CONTINUOUS)-PERFORM THESE TASKS FOR EACH WELDED JOINT OR MEMBER.
SERVICES,P.C.
SEE IBC TABLE 1705.3 FOR FULL TABLE 2.1 SPECIAL INSPECTION IS NOT REQUIRED FOR CONC.ISOLATED SPREAD FOOTINGS,CONTINUOUS FOOTINGS,NON-STRUCTURAL 3. QUALITY CONTROL(QC)SHALL BE PROVIDED BY THE FABRICATOR AND ERECTOR.
CONCRETE CONSTRUCTION(IBC 1705.3) MATERIAL IDENTIFICATION(TYPE/GRADE) O O
REF NOTE 2.1 SLABS,FOUNDATION W ALLS,PATIOS,DRIVEWAYS,AND SIDEWALKS PROVIDED THE REQUIREMENTS OF IBC 1705.3 ARE MET. 4. QUALITY ASSURANCE(QA)SHALL BE PROVIDED BY OTHERS WHEN REQUIRED BY THE AUTHORITY HAVING
REINFORCING STEEL PLACEMENT 0 2.2 PERIODIC SPECIAL INSPECTION IS ALLOWED FOR VERIFICATION OF THE WELDABILITY OF REINFORCING STEEL RESISTING WELDER IDENTIFICATION SYSTEM' O O JURISDICTION(AHJ),APPLICABLE BUILDING CODE(ABC),PURCHASER,OWNER,OR ENGINEER OF RECORD(EOR). a
FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES,BOUNDARY ELEMENTS OF SPECIAL NONDESTRUCTIVE TESTING(NOT)SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE FOR QUALITY
WELDING OF REINFORCING STEEL O 0 REFERENCE NOTE 2.2 REINFORCED CONCRETE SHEAR WALLS,AND SHEAR REINFORCEMENT.PERIODIC SPECIAL INSPECTION IS ALLOWED FOR FIT-UP OF GROOVE WELDS(INCLUDING JOINT GEOMETRY) ASSURANCE,EXCEPTAS PERMITTED IN ACCORDANCE WITH SECTION N7.
D WELDING OF OTHER ASTM A 706 REINFORCING STEEL NOT INCLUDED IN THE CONTINUOUS SPECIAL INSPECTION REQUIREMENTS *JOINT PREPATATION 5. QC AND QA INSPECTORS SHALL BE QUALIFIED IN ACCORDANCE WITH AISC 360-10 CHAPTER N4. /r\\\`� D
INSPECT ANCHORS CAST IN CONCRETE O
6. NONDESTRUCTIVE TESTING PERSONNEL SHALL BE QUALIFIED IN ACCORDANCE WITH AISC 360-30 CHAPTER N4.3. 1\
NOTED ABOVE. *DIMENSIONS(ALIGNMENT,ROOT OPENING,ROOT FACE,BEVEL) O O Q
ANCHORS POST-INSTALLED IN O O 2.3 PERFORM AIR,SLUMP AND TEMPERATURE.TESTS WHEN CONCRETE SAMPLES ARE CAST. 7. NONDESTRUCTIVE TESTING OF WELDED JOINTS SHALL COMPLY WITH AISC 360-30 CHAPTER NSa AND b. /
HARDENED CONCRETE MEMBERS REFERENCE NOTE 2.5 2 4 PERIODIC SPECIAL INSPECTION IS REQUIRED FOR VERIFICATION OF IN-SITU CONCRETE STRENGTH FOR POST-TENSIONED 'CLEANLINESS(CONDITION OF STEEL SURFACES) 8. OBSERVATION OF WELDING OPERATIONS AND VISUAL INSPECTION OF IN-PROCESS AND COMPLETED WELDS
(EPDXY/EXPANSIONANCH OR CONCRETE PRIOR TO TENSIONING TENDONS OR REMOVING SHORING OR FORMS. *TACKING(TACK WELD QUALITY AND LOCATION) SHALL BE
THE PRIMARY
ITHT THE CO CONFIRM NSTRUCTIONCOON DO THAT
TTH MATERIALS,
RUCTUPROCED LRESAND WORKMANSHIP
ARE
IN/ 1712 CABALLERO DR.
PLACEMENT) 2.S EPDXY AND EXPANSION ANCHORS INTO MASONRY OR CONCRETE MAY BE USED ONLY WHEN APPROVED BV ARCHITECT.AND/OR AMMON,IDAHO 83406
ENGINEER USING AN APPROVED PRODUCT W ITH CURRENT PUBLISHED ICC RESEARCH REPORT NUMBERS.COORDINATE *BACKING TYPE AND FIT(IF APPLICABLE) D1.IM STRUCTURAL WELDING CODE-STEEL FOR STATICALLY LOADED STRUCTURES SHALL APPLY. 208 932-2720
VERIFYING REQUIRED DESIGN MIX 0 CONTINUOUS/PERIODIC SPECIAL INSPECTION REQUIREMENTS WITH ICC REPORT. 9. THERMALLY CUT SURFACES OF ACCESS HOLES SHALL BE TESTED BY QA USING MT OR PT,WHEN THE FLANGE
CONCRETE PLACEMENT/SAMPLING O REFERENCE NOTE 2.3 FIT-UP OF CIP GROOVE WELDS OF HSST-,Y-AND K-JOINS WITHOUT BACKING THICKNESS EXCEEDS 2 IN.(50mm)FOR ROLLED SHAPES,OR WHEN THE WEB THICKNESS EXCEEDS 2 IN.(50mm) VYl'W.NOESIS.US
(INCLUDING JOINT GEOMETRY) FOR BUILT-UP SHAPES.ANY CRACK SHALL BE DEEMED UNACCEPTABLE REGARDLESS OF SIZE OR LOCATION.
CURING TEMPERATURE/TECHIQUES O JOINT PREPATATION 10. WHEN REQUIRED BY APPENDIX 3,TABLE A-3.1,W ELIDED JOINTS REQUIRING WELD SOUNDNESSTO BE By All
` P O ESTABLISHED BY
INSPECT PRESTRESSED CONCRETE 0 *DIMENSIONS ALIGNMENT,ROOT OPENING,ROOT FACE,BEVEL BD By
( ) RADIOGRAPH OR ULTRASONIC INSPECTION SHALL BE TESTED BY QA AS PRESCRIBED.REDUCTION IN THE RATE
ERECTION OF PRECAST CONCRETE 0 *CLEANLINESS(CONDITION OF STEEL SURFACES) OF UT IS PROHIBITED. BD By
CHICK
VERIFICATION OF IN-SITU STRENGTH 0 REFERENCE NOTE 2.4 11. REDUCTION OF RATE OF ULTRASONIC TESTING-THE RATE OF UT IS ONLY PERMITTED TO BE REDUCED IF P.
'TACKING(TACK WELD QUALITY AND LOCATION) APPROVED BY THE FOR AND THE AHJ PER AISC 360-10 CHAPTER Nye.
FORMWORK FOR SHAPE,LOCATION 0 12. FOR STRUCTURES IN RISK CATEGORY 11,WHERE THE INITIAL RATE FOR UT IS 30%,THE NOT RATE FOR AN
AND DIMENSIONS *BACKING TYPE AND FIT(IF APPLICABLE)
INDIVIDUAL W ELDER OR WELDING OPERATOR SHALL BE INCREASED TO 300%SHOULD THE REJECT RATE,THE
WOOD IIBC 1705.5) 3.1 WOOD STRUCTURAL PANEL SHEATHING SHALL BE INSPECTED TO ASCERTAIN THAT GRADE AND THICKNESS ARE IN COMPLIANCE CONFIGURTATION AND FINISH OF ACCESS HOLES O O NUMBER OF WELDS CONTAINING UNACCEPTABLE DEFECTS DIVIDED BY THE NUMBER OF WELDS COMPLETED,
WITHAPPROVED BUILDING PLANS.NOMINAL SIZE OF FRAMING MEMBERS AT ADJOINING PANEL EDGES,THE NAIL OR STAPLE FIT-UP OF FILLET WELDS EXCEEDS 5%OFTHE WELDS TESTED FOR THE WELDER OR WELDING OPERATOR.A SAMPLING OF AT LEAST 20
HIGH LOAD DIAPHRAGMS(ROOF/FLOOR) O REFERENCE NOTE 3.1 COMPLETED WELDS FOR A JOB SHALL BE MADE PRIOR TO IMPLEMENTING SUCH AN INCREASE.WHEN THE REJECT
DIAMETER SHALL
LENGTH,THE NUMBER OFVERIFIED
FOR R LINES,
SPACING BETWEENDBUILDING FASTENERS PLANS.
LINEANDAT EDGE -DIMENSIONS(ALIGNMENT,GAPS AT ROOT) O O
SITE-BUILT ASSEMBLIES O MARGINS SHALL ALSO BE INSPECTED AND VERIFIED FOR COMPLIANCE WITH APPROVED BUILDING PLANS. RATE FOR THE WELDER OR WELDING OPERATOR,AFTER A SAMPLING OF AT LEAST 40 COMPLETED WELDS,HAS
3.2 SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS,WOOD DIAPHRAGMS,INCLUDING NAILING,&BOLTING,AND 'CLEANLINESS(CONDITION OF STEEL SURFACES) FALLEN TO 5%OR LESS,THE I.H O
SHEAR WALL&DIAPHRAGM NAILING 0 REFERENCE NOTE 3.2 RATE OF UT SHALL BE RETURNED TO 10%.FOR EVALUATING THE REJECT RATE OF CONTINUOUS W ELDS OVER 3 _
OTHER FASTENING TO OTHER COMPONENTS HERE THE SPACING OF THE SHEATHING FASTENERS IS GREATER THAN 4"o.c' *TACKING(TACK WELD QUALITY AND LOCATION) FT(1M)IN LENGTH WHERE THE EFFECTIVE THROAT IS I IN.(25mm)OR LESS,EACH 121N.(300mm)INCREMENT OR
DRAG STRUTS 0
CHECK WELDING EQUIPMENT O O FRACTION THEREOF SHALL BE CONSIDERED AS ONE W ELD.FOR EVALUATING THE REJECT RATE ON CONTINUOUS I
BRACES&SHEAR PANELS 0 WELDS OVER 3 FT(1M)IN LENGTH WHERE THE EFFECTIVE THROAT IS GREATER THAN 1 IN.(25mm),EACH 61N. Q
HOLDOWNS 0 'THE FABRICATOR OR ERECTOR,AS APPLICABLE,SHALL MAINTAIN A SYSTEM BY WHICH A WELDER WHO HAS WELDED A (150mm)OF LENGTH OR FRACTION THEREOF SHALL BE CONSIDERED ON WELD. V) Z
GLUING OPERATIONS O JOINTORMEMBER CAN BE IDENTIFIED.STAMPS,IF USED,SHALL BE THE LOW-STRESS TYPE. 13. ALL NDT PERFORMED SHALL BE DOCUMENTED.FOR SHOP
FABRICATION,THE NDT REPORT SHALL IDENTIFY THE TESTED Q
FABRICATOR SPECIAL INSPECTOR Y
INSPECTION TASKS DURING WELDING(AISC TABLE N5.4-21 WELD BY PIECE MARK AND LOCATION IN THE PIECE.FOR FIELD
C SOILS IIBC 1705.61 REFERENCE NOTE 4.1 41 SPECIAL INSPECTION OF SOILS SHALL REFERENCE THE APPROVED SOILS REPORT TO DETERMINE COMPLIANCE. QUALITY CONTROL QUALITY ASSURANCE Z O C
WORK,THE NDT REPORT SHALL IDENTIFY THE TESTED WELD BY LOCATION IN THE STRUCTURE,PIECE MARK,AND
VERIFY ADEQUATE MATERIALS BELOW O REFERENCE NOTE 4.1 4.2WHERESOILSREPORT IS NOT PROVIDED SPECIAL INSPECTIONS ARE REQUIRED TO VERIFY THAT THE IN-PLACE DRY DENSITY OF USE OF QUALIFIED WELDERS 0 O LOCATION IN THE PIECE.WHEN A WELD IS REJECTED ON THE BASIS OF NDT,THE NDT RECORD SHALL INDICATE _
FOOTINGS THE COMPACTED FILL IS NOT LESS THAN 90 PERCENT OF THE MAXIMUM DRY DENSITY AT OPTIMUM MOISTURE CONTENT THE LOCATION OF THE DEFECT AND THE BASIS OF REJECTION I_DETERMINED IN ACCORDANCE WITH ASTM D 1557. CONTROLAND HANDLING OF WELDING CONSUMABLES 14. DEMAND CRITICAL WELDS SHALL MEETTHE PROVISION FOUND IN AISC 341-10 AND WELDING METHODS,
EXCAVATIONS EXTEND TO PROPER 0 REFERENCE NOTE 4.2 'PACKING 0 O PROCEDURES AND QUALITY CONTROL SHALL COMPLY WITH AWS DI.I AND THE FOLLOWING: }
DEPTH AND REACH PROPER MATERIAL A. ARC STRIKES,GOUGES AND OTHER IMPERFECTIONS WITHIN OR ADJACENTTO THE JOINT,SHALL BE Q (n
*EXPOSURE CONTROL REPAIRED OR REMOVED. > Y Q Z
CLASSIFY&TEST CONTROLLED FILL 0 REFERENCE NOTE 4.2 NO WELDING OVER CRACKED TACK WELDS O 0 B. PREHEAT AND INTER-PASS REQUIREMENTS AS OUTLINED IN SECTION 3.5. -.1U LLJ
MATERIALS C. UNREPAIRED CRACKS,GOUGES,AND NOTCHES WILL NOT BE PERMITTED IN THE JOINT AREA. Q w Q
ENVIROMENTAL CONDITIONS D. USE ELECTRODES WITH CHAFFY V-NOTCH ABSORBED >
PERFORM MATERIALS,DENSITIES,AND REFERENCE NOTE 4.1 'WIND SPEED WITHIN LIMITS O O ENERGY EQUALTO OR GREATER THAN 20 FT-LBS AT 20 DEGREES FAHRENHEIT UNDER AWS AS Z
LIFT THICKNESSES DURING PLACEMENT 0 CLASSIFICATION TEST METHODS,AND 40 FT-LBS AT 70 DEGREES FAHRENHEIT USING TEST PROCEDURES J
AND COMPACTION OF CONTROLLED FILL. *PRECIPITATION AND TEMPERATURE PRESCRIBED IN APPENDIX X OF AISC 358.ACCEPTABLE ELECTRODES INCLUDE E70TG-K2,E71 T-1. _ of W
PROPERLY PREPARED SITE AND SUB- 0 REFERENCE NOTE 4.1 WPS FOLLOWED !ll LIJ C)
GRADE PRIOR TO FILL. *SETTINGS ON WELDING EQUIPMENT V� m L.L cM
GENERAL STEEL SPECIAL INSPECTION NOTES: Q 0 LL oo
GENERAL SPECIAL INSPECTION NOTES: 'TRAVEL SPEED 1. QUALITY ASSURANCE(QA)INSPECTION OF FABRICATED ITEMS SHALL BE MADE AT THE FABRICATOR'S PLANT.THE J w 0 N
1. THE ITEMS MARKED WITH A"O"IN THE SPECIAL INSPECTION SCHEDULE SHALL BE INSPECTED IN ACCORDANCE W ITH IBC CHAPTER 17 BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY.FOR 'SELECTED WELDING MATERIALS 0 0 DUAL
ITYASSURANCE INSPECTOR(QAI)SHALL SCHEDULE THIS WORK TO MINIMIZE INTERRUPTION TO THE WORK
MATERIAL SAMPLING AND TESTING REQUIREMENTS,REFER TO THE MATERIAL SAMPLING AND TESTING SECTION,THE PROJECT SPECIFICATIONS,AND THE SPECIFIC GENERAL NOTES SECTIONS.THE TESTING AGENCY SHALL SEND 'SHIELDING GAS TYPE/FLOW ATE OF THE FABRICATOR.
COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT,ENGINEER,CONTRACTOR,AND BUILDING OFFICIAL.ANY ITEMS WHICH FAIL TO COMPLY WITH THE APPROVED CONSTRUCTION 2. QA INSPECTION OF THE ERECTED STEEL SYSTEM SHALL BE MADE AT THE PROJECT SITE.THE QAI SHALL SCHEDULE
DOCUMENTS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION.IF DISCREPANCIES ARE NOT CORRECTED,THEY SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL, APREHEATAPPUED THIS WORKTO MINIMIZE INTERRUPTION TOTHE WORK OFTHE ERECTOR.
ARCHITECT,AND ENGINEER PRIOR TO COMPLETION OFTHAT PHASE OFW ORK.SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLVTOALL BIDDER DESIGNED COMPONENTS. *INTERPASS TEMPERATURE MAINTAINED(MIN./MAX) 3. WHERE ATASK IS NOTEDTO BE PERFORMED BY BOTH QC AND CIA,IT IS PERMITTEDTO COORDINATETHE
2. ANY CONSTRUCTION OR MATERIALTHAT HAS FAILED INSPECTION SHALL BE SUBJECTTO REMOVALAND REPLACEMENT. INSPECTION FUNCTION BETWEEN THE QCI AND QAI SOTHATTHE INSPECTION FUNCTIONSARE PERFORMED BY
3. CONTINUOUS SPECIAL INSPECTION MEANSTHE FULL-TIME OBSERVATION OFWORK REQUIRING SPECIAL INSPECTION BYAN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREAWHERE THE WORK IS BEING 'PROPER POSITION(F,V,H2OH) ONLY ONE PARTY.WHERE QA RELIES UPON INSPECTION FUNCTIONS PERFORMED BY QC,THE APPROVAL OF THE
PERFORMED.PERIODIC SPECIAL INSPECTION MEANS THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA W HERE THE WELDING TECHIQUES ENGINEER OF RECORD AND THE AUTHORITY HAVING JURISDICTION IS REQUIRED.
WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION OF THE WORK.(IBC SECTION 1702) 4. THE FABRICATOR'S QCI SHALL INSPECT THE FABRICATED STEELTO VERIFY COMPLIANCE WITH THE DETAILS
'INTERPASS AND FINAL CLEANING SHOWN ON THE SHOP DRAWINGS,SUCH AS PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.THE
O O ERECTOR'S QCI SHALL INSPECT THE ERECTED STEEL FRAME TO VERIFY COMPLIANCE WITH THE DETAILS SHOWN
*EACH PASS WITHIN PROFILE LIMITATIONS ON THE ERECTION DRAWINGS,SUCH AS BRACES,STIFFENERS,MEMBER
BOLTING STRUCTURAL STEEL SPECIAL INSPECTION SCHEDULE *EACH PASS MEETS QUALITY REQUIREMENTS LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
B ESTABLISHED PER 2018 IBC SECTION 1705.2.1,STANDARDS PER AISC STEEL CONSTRUCTION MANUAL 15TH ED. PLACEMENT AND INSTALLATION OF STEEL HEADED STUDS ANCHORS P P 5. THE QAI SHALL BE ON THE PREMISES FOR INSPECTION DURING THE PLACEMENT OF ANCHOR RODS AND OTHER B
EMBEDMENTS SUPPORTING STRUCTURAL STEEL FOR COMPLIANCE WITH THE CONSTRUCTION DOCUMENTS.AS A
INSPECTION TASKS AFTER WELDING AISC NSA-3) FABRICATOR SPECIAL INSPECTOR MINIMUM,THE DIAMETER,GRADE,TYPE AND LENGTH OF THE ANCHOR ROD OR EMBEDDED ITEM,AND THE
FABRICATOR QUALISPECIALINSSURAN QUALITY CONTROL QUALITY ASSURANCE EXTENT OR DEPTH OF EMBEDMENT INTO THE CONCRETE,SHALL BE VERIFIED
INSPECTION TASKS PRIOR TO BOLTING(AISC TABLE N5.6-11 QUALITY CONTROL QUALITY ASSURANCE NOTES:
WELDS CLEANED O O PRIOR TO PLACEMENT OF THE CONCRETE.
6. THE QAI SHALL INSPECT THE FABRICATED STEEL OR ERECTED STEEL FAME,AS APPROPRIATE,TO VERIFY
MANUFACTURER'S CERTIFICATIONS AVAILABLE FOR FASTENER MATERIALS 0 P 1. (0)OBSERVE(PERIODIC)-OBSERVE THESE ITEMS ON A RANDOM SIZE,LENGTH AND LOCATION OF WELDS P P COMPLIANCE WITH THE DETAILS SHOWN ON THE CONSTRUCTION DOCUMENTS,SUCH AS BRACES,STIFFENERS,
FASTENERS MARKED IN ACCORDANCE WITH ASTM REQUIREMENTS 0 0 BASIS.OPERATIONS NEED NOT BE DELAYED PENDING THESE WELDS MEET VISUAL ACCEPTANCE CRITERIA MEMBER LOCATIONS AND PROPER APPLICATION OF JOINT DETAILS AT EACH CONNECTION.
INSPECTIONS. 7. QUALITY ASSURANCE(QA)INSPECTIONS,EXCEPT NONDESTRUCTIVE TESTING(NDT),MAY BE WAIVED WHEN THE
CORRECT FASTENERS SELECTED FOR THE JOINT DETAIL(GRADE,TYPE,BOLT 2. (P)PERFORM(CONTINUOUS)-PERFORM THESE TASKS FOR EACH *CRACK PROHIBITION WORK IS PERFORMED IN A FABRICATING SHOP OR BY AN ERECTOR APPROVED BY THE AUTHORITY HAVING
LENGTH IF THREADS ARE TO BE EXCLUDED FROM SHEAR PLANE) O 0 WELDED JOINT OR MEMBER. 'WELD/BASE-METAL FUSION JURISDICTION(AHJ)TO PERFORM THE WORK WITHOUT CIA.NOT OF WELDS COMPLETED IN AN APPROVED
3. QUALITY CONTROL(QC)SHALL BE PROVIDED BY THE FABRICATOR FABRICATOR'S SHOP MAY BE PERFORMED BY THAT FABRICATOR WHEN APPROVED BY
CORRECT BOLTING PROCEDURES SELECTED FOR JOINT DETAIL 0 0 AND ERECTOR. 'CRATER CROSS SECTION P P THE AHJ.WHEN THE FABRICATOR PERFORMSTHE NOT,THE QA AGENCY SHALL REVIEW THE FABRICATOR'S NOT A
4. QUALITY ASSURANCE(QA)SHALL BE PROVIDED BY OTHERS WHEN •WELD PROFILES REPORTS. ocur°ErvrHi DBRTHE
CONNECTING ELEMENTS,INCLUDING THE APPROPRIATE FAYING SURFACE CONDITION OB IUMBER FOLDER/B7O ORIGINAL o Exn
AND HOLE PREPARATION,IF SPECIFIED,MEET APPLICABLE REQUIREMENTS O 0 REQUIRED BVTHDING CODE
BC),HAV PURCHASER,
JURISDICTION 8. AT COMPLETION FABRICATION,THE FABRICATOR PERFORMED
THE FABRICATOR
RARE(COMPLIANCE
APPLICABLE BUILDING CODE(ABC),PURCHASER,OW TER,OR •WELD SIZE TO THE AHJ STATING THAT THE MATERIALS SUPPLIED AND WORK PERFORMED BY THE FABRICATOR ARE IN
ENGINEER OF RECORD(EOR).NONDESTRUCTIVE TESTING(NDT) 'UNDERCUT ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.AT COMPLETION OF ERECTION,THE APPROVED ERECTOR 10NA(E,I'
PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION PERSONNEL SHALL BE PERFORMED BY THE AGENCY OR FIRM RESPONSIBLE FOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AHJ STATING THAT THE N
OBSERVED AND DOCUMENTED FOR FASTENER ASSEMBLIES AND METHODS USED P 0 QUALITY ASSURANCE,EXCEPT AS PERMITTED IN ACCORDANCE 'POROSITY MATERIALS SUPPLIED AND WORK PERFORMED BY THE ERECTOR ARE IN ACCORDANCE WITH THE CONSTRUCTION
WITH SECTION N7. DOCUMENTS.
ARC STRIKES P P
PROPER STORAGE PROVIDED FOR BOLTS,NUTS,WASHERS AND OTHER FASTENER S. FOR SNUG-TIGHT JOINTS,PRE-INSTALLATION VERIFICATION TESTING 9. IDENTIFICATION AND REJECTION OF MATERIAL OR WORKMANSHIP THAT IS NOT IN CONFORMANCE WITH THE 1 6 6 7 6
COMPONENTS 0 0 ASSPECIFIED INTABLE N5.6-1AND MONITORINGOFTHE K-AREA' P P CONSTRUCTION DOCUMENTS,SHALL BE PERMITTED AT ANYTIME DURING THE PROGRESS OF THE WORK. 6/08/202
INSTALLATION PROCEDURES AS SPECIFIED IN TABLE N5.6-2 ARE NOT P p HOWEVER,THIS PROVISION SHALL NOT RELIEVE THE OWNER OR THE INSPECTOR OF THE OBLIGATION FOR
FABRICATOR SPECIAL INSPECTOR BACKING REMOVED AND WELD TABS REMOVED(IF REQUIRED)
INSPECTION TASKS DURING BOLTING(AISC TABLE N5.6-21 QUALITY CONTROL QUALITY ASSURANCE INSTALLATION
PATEN RSINSNUG-TBE PRESENT DURING THE REPAIR ACTIVITIES P P SHALL BE BROUGHTTO THE IMMEDIATE ATTENTTIMELY,IN-SEQUENCE INSPECTIONS. ION OFHE FABNG RICATOR ORL AND RE ERECTOR,AS APPLICABLE.KMANSHIP9L/O �BQy�
INSTALLATION OF FASTENERS IN SNUG-TIGHT JOINTS. K.
6. FOR PRETENSIONED JOINTS AND SLIP-CRITICAL JOINTS,WHEN THE DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER P p 111. NONCONFORMING MATERIAL OR WORKMANSHIP SHALL BE BROUGHT INTO CONFORMANCE,OR MADE SUITABLE
FASTENER ASSEMBLIES PLACED IN ALL HOLES AND WASHER AND NUTS ARE INSTALLER IS USING THE TURN-OF-NUT METHOD WITH FOR ITS INTENDED PURPOSE AS DETERMINED BY THE ENGINEER OF RECORD.
POSITIONED AS REQUIRED O 0 MATCHMARKING TECHNIQUES,THE DIRECT-TENSION-INDICATOR NO PROHIBITED WELDS HAVE BEEN ADDED WITHOUTTHE APPROVAL O O 11. CONCURRENT WITH THE SUBMITTAL OF SUCH REPORTS TO THE AHJ,FOR OR OWNER,THE QA AGENCY SHALL
METHOD,OR THE TWIST-OFF-TYPE TENSION CONTROL BOLT OF THE FOR SUBMIT TO THE FABRICATOR AND ERECTOR:
JOINT BROUGHTTO THE SNUG-TIGHT CONDITION PRIOR TO THE PRETENSIONING METHOD,MONITORING OF BOLT PRETENSIONING PROCEDURES A. NONCONFORMANCE REPORTS A
A OPERATION O 0 SHALL BE AS SPECIFIED IN TABLE N5.6-2.THE QCI AND QAI NEED 'WHEN WELDING OF DOUBLER PLATES,CONTINUITY PLATES OR STIFFENERS HAS BEEN PERFORMED IN THE K-AREA, B. REPORTS OF REPAIR,REPLACEMENT OR ACCEPTANCE OF NONCONFORMING ITEMS
FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED FROM ROTATING O 0 NOT BE PRESENT DURING THE INSTALLATION OF FASTENERS WHEN VISUALLY INSPECT THE WEB K-AREA FOR CRACKS WITHIN 31N.(75mm)OF THE WELD)
THESE METHODS ARE USED BY THE INSTALLER.
FASTENERS ARE PRETENSIONED IN ACCORDANCE WITH THE RCSC SPECIFICATION, 7. FOR PRETENSIONED JOINTS AND SLIP-CRITICAL JOINTS,WHEN THE INSPECTIONS
PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID POINT TOWARD THE FREE INSTALLER IS USING THE CALIBRATED WRENCH METHOD OR THE
EDGES
O 0 TURN-OF-NUT METHOD WITHOUT MATCHMARKING,MONITORING CITY APPROVED PLANS
OF BOLT PRETENSIONING PROCEDURES SHALL BE AS SPECIFIED IN
TABLE N5.6-2.THE QCI AND QAI SHALL BE ENGAGED IN THEIR
INSPECTION TASKS AFTER BOLTING(AISC TABLE N5.6-31 FABRICATOR SPECIAL INSPECTOR ASSIGNED INSPECTION DUTIES DURING INSTALLATION OF
QUALITY CONTROL QUALITY ASSURANCE FASTENERS WHEN THESE METHODS ARE USED BY THE INSTALLER. Reviewed for Coda Compliance
No. Description Date
_002
c DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS P P 8. OBSERVATION OF BOLTING OPERATIONS SHALL BE THE PRIMARY LMETHOD USED TO CONFIRM THAT THE MATERIALS,PROCEDURES PLANS MUST BE ON JOB SITE J
AND WORKMANSHIP INCORPORATED IN CONSTRUCTION ARE IN
CONFORMANCE WITH THE CONSTRUCTION DOC FOR ALL INSPECTIONS
1 2 3 4 5 Page 16 of 97
1 2 3 4 5
MARKS AND SYMBOLS LEGEND LAUGHLIN RICKS
7 1 Ij ROBERT WEED PLYWOOD
INTERIOR OFFICE FRAMING
SECTION MARK 3351 ELDRIDGE AVE.
SHEET NUMBER TWIN FALLS,ID 83301
NOESIS ENGINEERING
SERVICES,P.C.
�//11�
INDICATES FOOTING,SEE PLAN AND
D (2)2A ABV O SCH.ON S-501 • `� D
I I
(1)2A ABV _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ /
3.1 — — — — — — — — — — — — — — — — — — — — — — — — — —
1712 CABALLERO DR.
AMMON,IDAHO 83406
(208)932-2720
FOUNDATION PLAN NOTES WWWNOESIS.US
2 All
A ABV BY
(2)2w AB-01. VERIFY ALL FLOOR OPEINGS FOR MECHANICAL oeY
SHAFTS,STAIRS,ETC.WITH ARCHITECTURAL eo ev
AND MECHANICAL DRAWINGS.
2. SEE ARCHITECTURAL DRAWINGS FOR COLUMN IL "gol PM
WALLS AND OPENING DIMENSIONS.
3. FIELD VERIFY ALL DIMENSIONS.
\ 26 ABV, 2l ABV 4. ARCHITECT TO VERIFY REQUIRED BEAM
P#x6 ABv L CLEARANCE
5. COORDINATE LOCATION OF DEPRESSED SLABS,
SLOPED SLABS,AND FLOOR DRAINS
ARCHITECTURAL AND MECHANICAL DRAWINGS.
6. SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR ILL]
E%TERIOR CONCRETE WORK AT DOORS,
SIDEWALKS,ETC. LL w
zxs Aev� e�zm Aev 7. SEE ARCHITECTURAL DRAWINGS FOR CONTROL Q
JOINT LOCATION. V) Z
8. ALL SPOT FOOTINGS SHALL BE CENTERED
Hssaxaxva ABv UNDER COLUMNS(UNO). Y 0
C Z O C
—_L_------- THICKEN SLAB
3.2 —_—_—_—_— _—_—_—_—_—_—_—_—_ L —_—_—_—_ _ _ _ _—_—_—_—_—_—_—_—_—_—_—_—_—_—_ Q
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(B)2A ABVp Cl--(3)2x6 ABV
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SON
IN THESE FOUR LOCATIONS THE EXISTING SLAB SHALL BE SAW CUT AND
(])?xb ABV A THICKEN SPOT FOOTING/SLAB INSTALLED.THE REMAINING BEARING
WALLS AND MINOR COLUMNS SHOWN ON SHEET 5-101 SHALL BEAR ON
3.3 --_—_—_—_—_—_—_—_— _—_—_—_ _—_—_—_—_—_— —THE EXISTING 6"SIAB ON GRADE-_—_—_—_—_—_—_—_—_—_—_—_—_
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4 EPDXY CROSSWISE FOOTING o6 NUMBER Fo LOER/i IGINAL—ME— orpT E E .R/7B ORIGINAL OM
REBAR INTO EXISTING WALL
W/4"EMBED DEPTH AND
SIMPSON SETXP ORSIMLIAR NJA) /
Ty TYP �o
s-o1 s-o1 16676
6/08/202
17 9" 8'-3" 3'-2 3/4" 22'- 1/4" 09�Q or BQy��Q
26'-0" 26,-0"
A b B C CITY APPROVED PLANS
A Reviewed for Code Compliance A
PLANS MUST BE ON JOB SITE
FOUNDATION PLAN
FOR ALL INSPECTIONS
1 FOUNDATION PLAN
No. Description Date
S-101
1 2 3 4 5 Page 17 of 97
1 2 3 4 5
qLAUGHLIN RICKS
MARKS AND SYMBOLS LEGEND ROBERT WEED PLYWOOD
INTERIOR OFFICE FRAMING
3351 E AVE.
TWIN FALLS,GD 3301
SECTION MARK
SHEET NUMBER NOESIS ENGINEERING
SERVICES,P.C.
INDICATES WOOD SHEATHING.SEE
GSN AND SCHEDULE ON SHEET S-602
D (E)2x6 �x6 BEARING WALL I i INDICATES SHEAR WALL TYPE,SEE 5-602 ./ J, D
(1)1 3/4 x 11 7/8 LVL
FRAMING PLAN NOTES `
3.1 _—_—_—_—_-----
(rPA—_—_ _—_—_ _—_—_—_— —_—_—_—_—_—_—_— _—_—_—_—_—_—_—_—_—_ 1712 CABALLERO DR.
Sim 1. VERIFY ALL FLOOR OPEINGS FOR MECHANICAL AMMON,IDAHO 83406
2 5-510 SHAFTS,STAIRS,ETC.WITH ARCHITECTURAL (208)932-2720
J AND MECHANICAL DRAWINGS. W W W.NOESIS.US
2. 2. SEE ARCHITECTURAL DRAWINGS FOR COLUMN
212s 2x12 DF#2 er
izz - - - - - - t WALLSAND OPENING DIMENSIONS.
3. FIELD VERIFY ALL DIMENSIONS. oev
4. ARCHITECT TO VERIFY REQUIRED BEAM
CLEARANCECHIC1 eo ev
5. SEE 6/S-602 FOR TOP PLATE SPLICE AND
x6 BEARING WALL 1/S-520 AT PIPES.
(7)2.s 6. ALL DOOR AND WINDOW OPENING NOT
CALLED OUT SHALL BE WH-1 HEADER
7. WALL INTERIOR WALLS SHALL BE SHEAR WALL
2ifi� 2. TYPE SW-1(GYPSUM BOARD)PER SCHEDULE
2x12 DF#2 1 2.61 BEARING WALL
ON 5-602.
2x6 BEARING WALL O
2x6 BEARING WALLiLu
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(1)1 314x14 LVL Hss4x4xv4 LOADING ASSUMPTIONS Y 0
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16'-S5/8" 11'-53/416'-SS/8" 11'-53/4" I�11'-53/4�11'_13/4�53/4�11'-13/4" FLOOR TYPE KEY: FSSON
11 11 7/8"TJI 360 OR SIMLIAR @ 16"O.C.BEAR ON WALL OR SIMPSON ITS2.37/11.88 HANGER WITH WEB gp
STIFFENERS AT HANGER LOCATIONS 1 6 6 7 6
1 SECOND FLOOR FRAMING PLAN o 9/08/202
1i4"=1'-0" q� OF
K. BQy
CITY APPROVED PLANS
Reviewed for Code Compliance
A PLANS MUST BE ON JOB SITE A
FOR ALL INSPECTIONS SECOND FLOOR FRAMING
PLAN
No. 1 Description Dale
S-102
1 2 3 4 5 Page 18 of 97
1 2 3 4 5
MARKS AND SYMBOLS LEGEND LAUGHLIN RICKS
ROBERT WEED PLYWOOD
INTERIOR OFFICE FRAMING
SECTION MARK 3351 ELDRIDGE AVE.
SHEET NUMBER TWIN FALLS,ID 83301
NOESIS ENGINEERING
INDICATES WOOD SHEATHING.SEE SERVICES P.C.
I GSN AND SCHEDULE ON SHEET 5-602
0 i i i SW-x INDICATES SHEAR WALL TYPE,SEE S-602 D
/1\
2x4 @ 16"O.C.WALL 2x4 @ 16"O.C.WALL
_ _—_—_—_—_—__ 1712 CABALLERO DR.
AMMON,IDAHO 83406
(208)932-2720
W W W.NOESIS.US
_ I
2x4 @ 16"0.1.WALL BY
2x8 DF#2 BRACING FRAMING PLAN NOTES IINIII
CHIC11111
1. VERIFY ALL FLOOR OP El NGS FOR MECHANICAL
2x4 @ 16"O.C.WAL SHAFTS,STAIRS,ETC.WITH ARCHITECTURAL
- 2z4 @ 16"O.C.WALL AND MECHANICAL DRAWINGS.
2. SEE ARCHITECTURAL DRAWINGS FOR COLUMN
WALLS AND OPENING DIMENSIONS.
3. FIELD VERIFY ALL DIMENSIONS.
2x8 DF#2 BRACING 2x8 DF#2 BRACING 4. ARCHITECT TO VERIFY REQUIRED BEAM
CLEARANCE O
5. SEE 615-602 FOR TOP PLATE SPLICE AND _
1/S-520 AT PIPES. w 6. ALL DOOR AND WINDOW OPENING NOT Lu
ene Gric-2z47 CALLED OUT SHALL BE WH-1 HEADER
LOADING ASSUMPTIONS N Z
2x8 DF#2 BRACING 2x8 DF#2 BRACING I Y
C — Z 0O C
2x4 @ 16"O.C.WALL— FLOOR DEAD LOAD 15 PSF
2x4 @ 16"O.C.WALL 2x4 @ 16"O.C.WALL MECH PLATFORM LIVE LOAD 80 PSF
—_—_—_—_—_ _—_—_—_—_—_— _ _ _ _ _ _ _—_—_— Lrl J
ED a U)
u 3: Y O Z
U Iz IW J " Lu
a U Q w Q
h U
2z4 @ 16"O.C.WALL 00 � � u� 2x8 DF#2 BRACING Z
LL 2 y w
wU
I. LL E0
N 2x8 DF#2 BRACING Q O ILLo
w0N
6'-9" 6'-6" 6'-0" 6'-0" 3'-3 1/4" Cf
I I W I
_—_—_—_—_—_—_—_—_—_-
2x4 @ 16"O.C.WALL
I I
2x4 @ 16"O.C.WALL N
C1 —2x4 @ 16"O.C.WALL
Z
z
U
B B
J
- C7 LL I I
I
I I I
I I I
,xE
2x4@16"O.C.WALL OB NUMBER FOioewio ORIGINAL—ME— OEB
GREYAREAMECHANICALMERANINE
WITH EQUIPMENHT LOADS(TWO 300 LBF), FLOOR TYPE KEY: �5510�1 E
I OTHER AREAS(NON-GREY)SHALL HAVE NO }' N �
STORAGE OR EQUIPMENT 11 117/8"TA 110 OR SIMLIAR @ 16"O.C.BEAR ON WALL
HANGING CEILING GRID NOTE:SEE ARCH CATOON FOR CEILING GRID AND DETAIL 16676
REQUIREMENTS.CEILING GRIDE SHALL BE CONNECTED TO THE EXISTING STEEL 6/08/202
BUILDING STRUCTURE PER ARCH DRAWINGSAND MANUFACTURE REQUIREMENTS or
/a K. eoy
CITY APPROVED PLANS
A
A SECOND CEILING FRAMING PLAN Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE SECOND FLOOR CEILING
FRAMING
FOR ALL INSPECTIONS
No. Description Dale
S-103
1 2 3 4 5 Page 19 of 97
1 2 3 4 5
PIPE,SEE MECH.PROVIDE
SLEEVESAROUNDALLPIPES LAUGHLIN RICKS
PASSING THROUGH WALL AND ROBERT WEED PLYWOOD
FOOTINGS %u
1/2"CLEAR INTERIOR OFFICE FRAMING
o z 3351 ELDRIDGE AVE.
Z Powp CONCRETE FOOTING SCHEDULE TWIN FALLS,ID 83301
REINFORCING CROSSWISE REINFORCING LENGTHWISE
<4 - DIAGRAM MARK WIDTH LENGTH DEPTH NOESIS ENGINEERING
No. SIZE LENGTH SPACING No. SIZE LENGTH SPACING
m d FS1.3x6 14" 6'-0" 10" 6 N6 1'-6" EQ 3 N5 5'-6" EQ SERVICES,P.C.
FS3.75 3-9" 3'-9" 1.. 5 N4 3'3" EQ 5 N4 3'-3" EQ 1
N SHALL APPLY FORCE
2'-0"MININOCENTI RUNLESS OTHERWI E \\�
BACK-FILLED TRENCH NOTED 1l
D CONCRETE FOOTING,SEE _
PLAN AND SCH ,,,_—III-III-III r, „L» � T �f\ / D
a 12"MIN 12"MIN ADDITIONAL REINF TO �\\`��i
= � — �— <,'-'.-• —�—III—� MATCH CONT FTG REINF REINFORCING REINFORCING
—�III— `
=IIIIIIIII III III III III�II—III PIPE PASSES BELOW FOOTING CROSSWISE LENGTHWISE
1712 CABALLERO DR.
PIPE,SEE MECH.PROVIDE
III III—III III _ AMMO8)IDAHO 06
SLEEVES AROUND ALL PIPES ��}I
PIPE,SEE CIVIL III III—III PASSING THROUGH WALL AND 1/2"CLEAR 24 BAR IDEPTH (208I 9322720
FOOTINGS DIAMETERS ,� WWW.NOESIS.US
i
° x Ar
°° ° d
eNc \ �\otN oar
BOTTOM OF TRENCH -II
SHALL BE ABOVE THIS n ° EDer
E IN -1I„III III— ? IL
CONCRETE FOOTING, CONCRETE FOOTING NOTES:
51 -III ADDITIONAL REINF TO 1. COMPRESSIVE STRENGTHS OF CONCRETE AT 28 DAYS SHALL BE 3,000 PSI
SEE PLAN AND SCHED — III III= III —III
2 MATCH CONT FTG REINF 2. PLACE ALL FOOTING REINFORCING IN THE BOTTOM OF THE FOOTING WITH 3"CLEAR CONCRETE COVER(UNO).
CONCRETE FOOTING,SEE 12"MIN 12"MIN 3. TOP REINFORCI RIG,WHERE OCCURS,SHALL BE PLACED IN THE TOP OF THE FOOTING WITH 2"MINIMUM CONCRETE COVER.
PLAN AND SCH INTERRUPT CONT FTG REINF 4. IF FOOTINGS ARE EARTH-FORMED,FOOTINGS SHALL BE 6"LONGER AND WIDER THAN SCHEDULED.
PIPE PASSES THROUGH FOOTING FOR PASSAGE OF PIPE 5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.
rl CONDITION AT PIPE PARALLEL TO CONCRETE FOOTING n CONDITION AT PIPE PERP.TO CONC.FTG. CONC.FOOTING SCHEDULE 0
W
W W
BEAM CONNECTION SCHEDULE N Z
SHEAR PLATE INFORMATION BOLTS W/STANDARD
BEAM WASHER OVER Y
PL,DIMENSIONS SLOTS z O C
5 1/2" SLO T- LEV LEH WELD
COMMENTS
23/4„ SLOTTED HOLES NO. SIZE "A" = O
W8,W10 PL.1/4"x4" 11/2" 2" 2 3/4"0 3/16" (n
STEEL COLUMN,SEE PLAN _ o STEEL COLUMN,SEE PLAN J
Z. d W12 IN14 PL.5/16"x4" 11/2" 2" 3 3/4"0 1/4" Q (n D_ 0
v W16 PL.5/16"x4" 11/2" 2" 4 3/4"0 1/4" > Y O z
C.: W18 PL.5/16"x4" 11/2" 2" 5 3/4"0 1/4" J U_ W
ALL COLUMNS ADJACENT TO OR EMBEDDED IN WOOD STUD WALLS IoI ALL COLUMNS ADJACENT TO OR EMBEDDED IN WOOD STUD WALLS x 4" 2" Q W Q
SHALL HAVE(1)1/2"0 x 31/2"THREADED STREEL ROD SHOP-WELDED 0 2X6 WALL = SHALL HAVE(1)1/2"0 x 3 1/2"THREADED STREEL ROD SHOP-WELDED W21 PL 5/16" 11/2" 6 3/4"0 1/4" Z
1/4 T T TO THE FACE OF THE COLUMN AT 24"O.C.AND EXTENDING EACH 1/4 T 1 TO THE FACE OF THE COLUMN AT 24"O.C.AND EXTENDING EACH W24 PL.3/8"x4" 11/2" 2" 7 7/8"0 1/4" z J
A A WAV INTO THE ADJACENT STUD WALLS.ATTACH ADJACENTWOOD SECTION A-A A A WAY INTO THE ADJACENT STUD WALLS,ATTACH ADJACENT WOOD W27 PL.3/8"x4" 11/2" 2" 7 7/8"0 1/4" J
EDGE OF BUILDING,WHERE OCCURS WALL STUDS TO STEEL COLUMN WITH STANDARD NUT&WASHER. WALL STUDS TO STEEL COLUMN WITH STANDARD NUT&WASHER. "W30 PL.1/2"x4" 13/4" 2 8 1"0 5/16" 1: Of LI W
L C)EXISTING 6"CONCRETE SLAB ON GRADE W33 PL.1/2"x 4" 13/4" 2" 9 '..0 5/16 m W M
W36 PL.1/2"x41/2"1 2" 21/4" 10 1-1/8"0 5/16" Q Q LL.oo
3/4"0 X 12"EXPANSION 1/2"STEEL BASE PLATE ON 11/2"NON- 3/4"0 X 12"EXPANSION 1/2"STEEL BASE PLATE ON 11/2"NOW J O N
BOLTS,SEE SECTION IoI SHRINK GROUT(MAX GROUTTHICKNESS) BOLTS,SEE SECTION IoI SHRINK GROUT(MAX GROUT THICKNESS)
EPDXY CROSSWISE FOOTING REBAR INTO
EXISTING WALL W/4"EMBED DEPTH AND FACE OF HSS COLUMN
SIMPSON SET-XP OR SIMLIAR
11/2"
1/2" LEH
IITiI I I I I—I NOTAND BASE
T SILLPLATE TO BE AND FLOORNCRMEMBERSE(GOUCOLU
T STEEL NEDED).COLUMN w
EXISTING CONC. - = ',; AND BASE PLATE TO BEAR ON CONCRETE(GROUT AS NEEDED).
FOUNDATION WALL
NEW FOOTING,SEE PLAN AND SCHEDULE NEWFOOTING,SEE PLAN AND SCHEDULE SHEAR PL.SEE SCHEDULE
- 3/4"MINUS CRUSHED AGGREGTE BASE(4"MIN.) SHORT-SLOTTED HOLES IN m
B COMPACTED TO 95%MODIFIED PROCTOR SHEAR PLATE W/WASHER ® B
PER THE STRUCTURAL NOTES w
NATURAL GRADE OR STRUCTURAL FILL
COMPARED TO 95%MODIFIED PROCTOR
W BEAM-SEE PLAN
EXISTING FOOTING
SEESCHED.
4 NEW SPOT FOOTINGS AND HSS COLUMN CONECTION BEAM CONNECTION SCHEDULE
1/4"CAP PLATE oe nuwaEx EOLoex/S7o ORIGINAL COCUNE—UNDER Ixe
�S5ONA1 E
r A=1/2"MINIMUM N
SHEATHING PER SCHEDULE
I I B=11/2" 1 6 6 7 6
s/o8/202
or
C=GAGE OF CONNECTED MEMBER
L J D=COLUMN WIDTH+1"BEAM O9/�
OR GIRDER WIDTH+1"OR BOLT
GAGE+3"WHICHEVER IS GREATER CITY APPROVED PLANS
1/4 Reviewed for Code Compliance
A
A
PLANS MUST BE ON JOB SITE
BEAM,SEE PLAN JOIST PER PLAN FOR ALL INSPECTIONS DETAILS
ITS2.37/11.88 HANGER,WITH WEB STIFFENERS
SIMPSON BA3.56/11.88
BEAM PER PLAN W/2X(WIDTH)NAILER
W/1/2"dia.BOLTS @ 24"O/C(ALT.SIDES) NOTE:ALL STEEL COLUMNS SHALL HAVE A COLUMN CAP PLATE,U.N.O.
No. Description Dale
BEAM AND JOIST Ca)STEEL BEAM 10 TYPICAL COLUMN CAP PLATE S-501
1 2 3 4 5 Page 20 of 97
1 2 3 4 5
LAUGHLIN RICKS
STEEL BUILDING PURUNS ROBERT WEED PLYWOOD
INTERIOR OFFICE FRAMING
3351 ELDRIDGE AVE.
TWIN FALLS,ID 83301
PERIMETER WALL,SEE PLAN, STEEL BUILDING PURLINS
I NOESIS ENGINEERING
2X8 DF#2 OR BETTER CONTINUOUS FROM SECOND FLOOR LEVEL TO EXISTING SIMPSON SFC4.25 0R SIMILAR CONNECTOR W/ a SERVICES,P.C.
BRACING,SEE PLAN BOTTOM PLATE #10 FASTNERS PER MANUFACTURER SIMPSON DTC CLIP @
BUILING PURLIN -
� PURLIN SPACING `
SIMPSON A34 BLOCKING @ 48"O.C.
NON-BEARING WALL
D FINISH S.A.D. /rt \� D
STUD nkI
I
SIMPSON A34 SIMPSON DTC CUP
@ 48"O.C.
2X BLOCKING 1712 CABALLERO DR.
I I I
NON-BEARING WALL AMMON,IDAHO 83406
WALL,SEE PLAN — (208)932-2720
FINISH S.A.D.
WWW.NOESIS.US
FINISH S.A.D. V/
I I
DOUBLE JOIST o By
1 0eY CEILING 2X8 BRACING 2 DOUBLE JOIST UNDER A NONLOADBEARING WALL 3 NON-BEARING WALL TOP CONN.TO STEEL BLG
TOP PLATE SPLICE
FLOOR BOUNDARY NAILING FLOOR BOUNDARY NAILING O
HOLE SIZE STRAPS WALL ABOVE,WHERE� WALL ABOVE,WHERE
LESS THAN OR EQUAL TO OCCURS,SEE PLAN OCCURS,SEE PLAN LL.I
1/3 STUD WIDTH NONE REQUIRED L_ (If
GREATER THAN I/3 AND LESS ST2122 WITH 16d FLOOR SHEATHING, FLOOR SHEATHING, LJ_
THAN OR EQUAL TO 2/3 STUD WI DTH NAILS EACH END SEE PLAN SEE PLAN N Z
~�WALL ABV PER PLAN&SCH GREATER THAN ST2215 WITH(6)16d
C STUD WIDTH NAILS EACH END CONTINUOUS RIM CONTINUOUS RIM Y
BOARD BOARD Z O C
SHEARWALL
PIPE AND STRAP SIMPSON STRAP EDGE NAILING SHEARWALL
EDGE NAILING
VERIFY SIZE AND LOCATION WITH ARCH, EACH SIDE _J
MECH,AND ELECTRICAL DRAWINGS } �
DOUBLE TOP PLATE WOOD JOIST,SEE PLAN Q
DOUBLE TOP PLATE DOUBLE TOP PLATE 77WO OD JOIST,SEE PLAN > Y 0 Z
SIMPSON HANGER J U_ LL
ONE SD NAIL EACH SIDE INTO TOP Q / ui Q
PLATE AT ANGLE AT ELAST 1 1/2" >
FLOOR JOISTWITH IN WALL WOOD COL SEE PLAN A O$DMOIST BLOCK FROM END OF TJI JOIST Z > LL
HANGER,SEE PLAN N
TYP WALL STUDS ONES D NAIL EACH SIDE INTO TOP = LL LU
PLATE AT ANGLE AT ELAST 11/2" // LL.I U
WALL SH EATHI NG, FROMENDOFTJIJOIST WALLSHEATHING, V WOOD BEAM a] LL M
SEE PLAN SEE PLAN SIMPSON'A34'AT 24"O.C. SEE PLAN O ILL CSEE
FOR(2)13/4"BEAMS USE(1)LPC4Z POST CAP. Q w O N
FOR(1)13/4"BEAMS USE(3)16D TOE NAILS
WOOD STUD WALL, WOOD STUD WALL,
SEE PLAN SEE PLAN
5 BEAM TO COLUMN CONNECTION 8 TOP PLATE SPLICE AT PIPE 7 WOOD FLOOR BEARING PARRALLEL TO EXT.WOOD STUD WALL 8 WOOD FLOOR BEARING PREP.TO EXT.WOOD STUD WALL
B B
JOB NUMBER FOLDER/7o ORIGINAL—ME— OBR.xe
�55(aNA(
N i
16676
6/08/202
or BQy��e
CITY APPROVED PLANS
Reviewed for Code Compliance
A
A PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS DETAILS
No. Description Date
S-502
1 2 3 4 5 Page 21 of 97
1 2 3 4 5
SIMPSON LSSR410Z SLOPE HANGER ON CENTERS STRINGERS LAUGHLI N RICKS
LANDING JOIST,WHERE OCCURS,5EE PLAN AND STAIR DETAILS ROBERT WEED PLYWOOD
14"LVL 2.0E OR BETTER STRINGER,1 ON EACH SIDE INTERIOR OFFICE FRAMING
ALONG WALLS AND 2IN THE CENTER, 3351 ELDRIDGE AVE.
SEE PLAN AND STAIR TWIN FALLS,ID 83301
DETAILS
NOESIS ENGINEERING
SERVICES,P.C.
STRINGER AT WOOD STUD WALL,
CONNECT TO STUDS WITH(2)16D NAILS
D DOUBLE PLATE
OPENING UNDER STAIRS,WHERE /
OCCUR,SEE ARCH PLANS
1712 CABALLERO DR.
AMMON,IDAHO 83406
(208)932-2720
W W W.NOESIS.US
All
STUD
H O
Lu
L L Lu
V) Z
Y 0
C z O C
GENERAL WOOD FRAMED STAIR _
� J
Q U) D
C) o �
a 11� LU>> Q
TREND STYLE/FINISH BY ARCH z > IY
LL
O (� LU
= w U
STUD WALL PER PLAN @ 16"O.C. 11 7/8"T1L PER PLAN O L1_C
SIMPSON LSSJHAN �)RGER
SON
2X8 LEDGER WI 1.75"X14"LVL 1.9e OR BETTER
NAILS @ 16"O.CDS)
SIMPSON L11R430Z HANGER
1.75"X14"STRINGER VERSA-LAM 2.0E OR BETTER
Aj LANDING JOIST:2X8 DF#2 @ STUD WALL SEE PLANS,SHALL BE BALLON FRAMED AT STAIR PARTITION STUD WALL SEE PLANS,SHALL BE BALLON FRAMED AT STAIR PARTITION
WITH SIMPSON LU28 H LOCATIONS,CONTINOUS STUD FROM EXISTING SLAB TO TOP OF RAILING'S LOCATIONS,CONTINOU5 STUD FROM EXISTING SLAB TO TOP OF RAILING'S
2X32 DF#2 PARTITION PARTITION
BLOCKING AT LEDGE LOCATION BLOCKING AT LEDGE LOCATIONDOUBLE TOPB //�A
2X6 LEDGER WITH(3)16D 2X12 LEDGER WITH(3)16D B
WOOD STUD - NAILS @ 16"O.C.(INTO STUDS) NAILS @ 16"O.C.(INTO STUDS)
SIMPSON IT52.37/11.88 HANGER
STUD WALL PER PLAN @ 16"O.C. TREND STYLE/FINISH BY ARCH
2X8 LEDGER WITH(3)16D
NAILS @ 16"O.C.(INTO STUDS)
1.75"X34"STRINGER VERSA-LAM 2.0E OR BETTER
1.75"X14"STRINGER VERSA-LAM 2.0E OR BETTER
LANDING JOIST:2X8 DF#2 @ 16 C."O. O CERT A
WITH SIMPSON LU28 HANGERS FLOOR1015T,SEE PLAN csEro.. DER INE
O A oB NUMBER FDLDEv7�B DNBNAL—ME-
2X12 OF#2 OR 117/8"LVL 1.9e OR BETTER BLOCKING AT ALL BEARING LOCATIONS
DOUBLE TOP PLATE 117/8"LVL 1.9e OR BETTER WOOD STUD WALL,SEE PLAN (ESS��
DOUBLE TOP PLATE Q�
WOOD STUD WALL SECTION A-A
SIMPSON LSSR1.81Z HANGER WOOD STUD WALL
16676
SIMPSON LSSR1.81Z HANGER 6/08/202
- '' 09p9 OF
K. Bay
- JI III III III��III III III-III=
"'=11I III III III III III III III L3X3X3/16 X 5'WITH(2)1/2"�A307 BOLTS INTO EACH
L3X3X3/16X5"WITH(2)1/2"0 A307 BOLTS INTO EACH J C1111�I ICI III (I STRINGER,CONNECT TO EXISTING 6"CONCRETE SLAB WITH CITY APPROVED PLANS
STRINGER,CONNECT TO EXISTING 6'CONCRETE SLAB WITH II—I11= — (1)1/2"0 EPDXY ANCHOR BOLT EMBED 21/2"MIN
(1)1/2"0 EPDXY ANCHOR BOLT EMBED 21 MIN Reviewe/2"
2 DETAILS FOR WEST STAIRS 3 DETAILS FOR EAST STAIRS or Code Compliance
A
3i4"=1'-0" PLANS MUST BE ON JOB SITE
STAIR DETAILS
FOR ALL INSPECTIONS
No. I Description Date
S-510
1 2 3 4 5 Page 22 of 97
1 2 3 4 5
MINIMUM NAILING SCHEDULE LAUGHLIN RICKS
SHEATHING SCHEDULE AT ROOF AND FLOOR HEADER BEARING SCHEDULE FOR 2x STUD WALL
CONNECTION NAILING ROBERT WEED PLYWOOD
LOCATION WOOD SHEATHING NAIL EDGE NAIL FIELD BOUNDARY EDGE COMMENTS MAXIMUM IAMB INTERIOR OFFICE FRAMING
SOLE PLATETOJOISTOR BLOCKING,FACE NAIL 16d AT 16"O.C. THICKNESS SIZE CONT EDGE OTHER EDGE NAIL NAIL BLOCK MARK HEADER HEADERSPAN BEARINGSTUDS KINGSTUDS COMMENTS 3351 ELDRIDGE AVE.
BRIDGING TO JOIST,TOENAIL EACH END (2)8d WH-1 (2)ZX10 DF42 OR BETTER ---- (1)2X DFN2 (1)ZX DFN2 TWIN FALLS,ID 83301
BLOCKING BETWEEN101STOR RAFTERS TO TOP PLATE,TOE NAIL (3)8d FLOOR 23/32"OSB(48/24) 1 10d 61N 61N 121N 61N NO
RIM JOIST TO TOP PLATE,TOE NAIL 8d AT 6"O.C. NOESIS ENGINEERING
COLLAR TIE TO RAFTER,FACE NAIL (3)1Od SHEATHING NOTES: SERVICES,P.C.
JACK RAFTERTO HIP,TOE NAIL (3)lOd 1. MINIMUM NAIL PENETRATION INTO FTAMING:8d-1 1/2",10d-15/8".
FACE NAIL (2)16d 2. USE COMMON NAILS(8d DIAMETER=0.131",10d DIAMETER=0.148".
ROOF RAFTER TO 2x RIDGE BEAM,TOE NAIL (2)16d 3. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.
FACE NAIL (2)16d
JOIST TO BAND JOIST,FACE NAIL (3)16d NOTE:MEMBER SIZES SHOWN ARE MINIMUM DEPTHSANO WIDTHS
D LEDGER STRIP,TO FACE NAIL (3)16d 2x WALL STUDS,TYP ,1 D
DOUBLE STUDS,
END NAIL 16d AT CENTER EDGESTS SHEATHING.STAGGER 8"GAP AT END JOINTS KING STUD(S)
DOUBLE STOP PLATES,
FA 16d AT 24"O.C. PLYWOOD O BLOCKS
JOINTS AND ALTERNATE ix CONTPLATE /
DOUBLED TOP PLATES,FACE NAIL 16d AT 16"O.C. AND BLOCKS GRAIN DIRECTIONS LEDGER
TOP PLATES,LAPS&INTERSECTION,FACE NAIL (2)16d 1712 CABALLERO DR.
CONTINUOUS HEADER,TWO PIECES l6d AT 16"O.C.ALONG EACH EDGE z AMMON,IDAHO 83406
CEILING JOISTS TO PLATE,TOE NAIL (3)8d (208)932-2720
CONTINUOUS HEADER TO STUD,TOENAIL (4)8d o
CEILING JOISTS,LAPS OVER PARTITIONS,FACE NAIL (3)16d �+ 16d NAILS @ 1.5" W W W.NOESIS.US
CEILING JOISTS TO PARALLEL RAFTERS,FACE NAIL (3)16d ¢ O.C.(MIN.4)EACH
RAFTER TO PLATE,TOENAIL (3)8d 4 WALL(WHERE END OF HEADER ByAll
1"BRACE TO EACH STUD&PLATE,FACE NAIL (2)8d OCCURS),SEE
BUILT-UP CORNER STUDS 16d AT 24"O.C. PLAN D By
BUILT-UP GIRDER&BEAMS 20d AT 32"O.C.AT TOP,BOTTOM, D.
AND STAGGERED.(2)20d AT ENDS BD By
AND AT EACH SPLICE. EDGE NAIL CONTINUOUSIL 6A-2NM
PLYWOOD&PARTICLEBOARD: EDGE(WHEN BLOCKING
SUBFLOOR,ROOF&WALL SHEATHING(TO FRAMING)` IS REQUIRED)
1/2"AND LESS 8d
19/32"-3/4" 8d OR 10d EDGE NAIL,OTHER TRIM STUD(S)
7/8"-1" 8d EDGE
11/8"-11/4' 8dOR10d WOOD HEADER SCHEDULE
COMBINATION SUBFLOOR-UNDERLAYMENT(TO FRAMING)` FIELD NAILING O
3/4"AND LESS 6d7/8 L1..1
11/8"-11/4" Sd OR 10d-1" 8d EDGE BLOCKING WHERE BOUNDARY NAIL LL _
1/ REQ'D,LAY FLAT(UNO) Lu
Ln z
2 SHEATHING SCHEDULE AT FLOOR
'NAILS SPACED AT 6"O.C.AT EDGES,12"O.C.AT INTERMEDIATE SUPPORTS(EXCEPT WHERE SPANS ARE 48"OR Y
C MORE,THEN SPACE AT 6"O.C.AT SUPPORTS).FOR NAILING OF DIAPHRAGMS AND SHEAR WALLS,REFER TO DOUBLE 2x IN 6"STUD WALL z O C
SHEARWALL SCHEDULE. O
MINIMUM NAILING NOTES: In J
1. NAILING SCHEDULE IS PER TABLE 2304.10.1 OF THE I.B.C.2015 OR SHOWN ABOVE,WHICHEVER IS } U) D_
GREATER Q>
2. NAILING REQUIREMENTS SHOWN HERE DO NOT REPLACE HARDWARE SHOWN ON THE PLANS OR 16d NAILSAT I2"O.C. > Y 0 z
DETAILS. EA SIDE J U Lu
3. ALLNAILSUSED ARECOMMONNAILS. 16d NAILSATI2'O.C. Q 11� ui Q
4. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. DOUBLE2x TRIPLE 2x EA SIDE-STAGGERED >:
n MINIMUM NAILING SCHEDULE WOOD SHEATHING SHEARWALL SCHEDULE z I__ LL
WALL FRAMING WALLSHEATHING 12" 12" cr LU
MARK TOP BOTTOM FASTENER FASTENER COMMENTS V Lu U
STUDS PLATE PLATE BOTTOM PLATE ANCHORS THICKNESS TYPE SIZE EDGESCREW FIELDSCREW u m LL.M
LL CD O
SW-1 2x6 AT 16"O.C. (2)2X6 2x6 1/2"0 SIMPSON STRONG BOLT 2 1/2„ SCREW NO 8"O.C. 12"D.C. SHALLAPPLY u a Q O N
WEDGE ANCHOR WITH 3"MIN.EMBED TO ALL
GYPSUM
DEPTH.SPACE AT 6'O.C.AND WITHIN INTERIOR 242 OJ THRU-BOLT AT
IB"FROM END OF WALLS BOARD WALLS 24"O.C.-STAGGERED n
QUADRUPLE 2x
5 WOOD BUILT-UP BEAM DETAILS
WOOD SHEATHING SHEARWALL NOTES:
1. INSTALL SIMPSON STRONG BOLT 2 WEDGE ANCHOR PER MANUFACTURER INSTRUCTIONS
2. WHERE CALLED FOR ON SCHEDULE,USE COMMON NAILS.GALVANIZED NAILS SHALL BE HOT-DIPPED OR TUMBLED.
3. WH ERE STUDS ARE CUT FOR PLACEMENT OF ANCHOR BOLTS OR OTHER ELEMENTS,AN ADJACENT STUD SHALL BE ADDED.
4. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS.
B 5. ALL WOOD SHEAR WALLS GREATER THAN I6'TALL SHALL HAVE BLOCKING AT LOFT O.C.OR LESS,AND NAILED AT EDGE NAIL SPACING AT BLOCKING B
4'-O"MINIMUM LAP
SPLICE BOTTOM PL
4 WOOD WALL SHEARWALL SCHEDULE OVERSTUD
TOP PLATE SPLICE
(2)16d AT 4"O.C. DER,NE
((24)16d MIN EA OB NUMBER Foioewzo ORIGINAL—ME—
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16676
6/08/202
O TYPICAL WALL STUDS 9/� B�y���
CITY APPROVED PLANS
Reviewed for Code Compliance
A PLANS MUST BE ON JOB SITE A
FOR ALL INSPECTIONS
SCHEDULES
SOP PLATE SPLICEPLATE SPLICE
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No. Description Dale
S-602
1 2 3 4 5 Page 23 of 97
HVAC SPECIFICATIONS MECHANICAL LEGEND
PART 1 - GENERAL 1.5 DELIVERY. STORAGE. AND HANDLING 2.5 ACCESS DOORS AND PANELS 3.6 TESTING AND BALANCING EQUIPMENT ® SUPPLY DIFFUSER
1.1 GENERAL INTENT A. DELIVER PRODUCTS TO THE PROJECT PROPERLY IDENTIFIED WITH NAMES,MODEL NUMBERS, A. DUCT MOUNTED ACCESS DOORS:DOUBLE WALL,DUCT MOUNTING,AND RECTANGULAR;FABRICATED OF A. PERFORM TESTING AND BALANCING PROCEDURES PER RECOGNIZED STANDARDS.AIR BALANCE rrrrrr
A THE INTENTION OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND MATERIALS,AND TYPES,GRADES,COMPLIANCE LABELS,AND OTHER INFORMATION NEEDED FOR IDENTIFICATION. GALVANIZED SHEET METAL WITH INSULATION FILL AND THICKNESS AS INDICATED FOR DUCT PRESSURE DOES NOT NEED TO BE BY AN INDEPENDENT CERTIFIED CONTRACTOR.THE HVAC CONTRACTOR JJJJJJ FLEXIBLE DUCTWORK RETURN GRILLE
EQUIPMENT,NECESSARY,OR REASONABLY INFERABLE AS BEING NECESSARY,FOR FURNISHING, B. ALL MECHANICAL EQUIPMENT AND MATERIAL ITEMS SHALL BE PROTECTED FROM WEATHER AND C . MAY PERFORM THE BALANCE.
INSTALLATION AND TESTING,COMPLETE AND READY FOR SAFE OPERATION OF THE SYSTEMS DESCRIBED VANDAIJSM PRIOR TO ACTUAL INSTALLATION.FAN WHEELS,PUMPS AND OTHER ROTATING 1. FRAME:GALVANIZED SHEET STEEL,WITH BEND-OVER TABS AND FOAM GASKETS. B. PREPARE TEST REPORT AND SUBMIT TO THE CRY PER CITY REQUIREMENTS.SUBMIT COPY TO L12"M" LINED RECTANGULAR DUCTWORK
HEREIN. 2. PROVIDE NUMBER OF HINGES AND LOCKS AS FOLLOWS: THE ENGINEER. EXHAUST GRILLE
B. SUBMISSION OF A PROPOSAL SHALL BE CONSTRUED AS EVIDENCE THAT THE CONTRACTOR HAS MADE A MACHINERY SHALL BE PERIODICALLY ROTATED DURING STORAGE.ANY FACTORY PAINTED
EQUIPMENT SCRATCHED OR MARRED DURING SHIPMENT OR CONSTRUCTION SHALL BE a. LESS THAN 12 INCHES SQUARE:SECURE WITH TWO SASH LOCKS. C. ADJUST EXHAUST FANS TO SCHEDULE.
OF SPECIFIED AIR FLOWS.SET OSA DAMPER TO CFM AS
THOROUGH EXAMINATION OF THE SITE,AND ALL EXISTING CONDITIONS AND LIMITATIONS WHICH AFFECT -------- DEMO
THIS WORK.LATER CLAIMS SHALL NOT BE MADE FOR LABOR,EQUIPMENT OR MATERIALS REQUIRED RESTORED TO ORIGINAL,"NEW"CONDITION.THIS INCLUDES COMPLETE REPAINTING OF THE b. UP TO 18 INCHES SQUARE:TWO HINGES AND TWO SASH LOCKS. SHOWN IN THE EQUIPMENT SCHEDULE. ROUND DUCIIYORK BREAK
BECAUSE OF DIFFICULTIES ENCOUNTERED,WHICH COULD RAVE BEEN FORESEEN DURING SUCH AN EQUIPMENT IF NECESSARY TO PROVIDE EXACT PAINT MATCH. c. UP TO 24 BY 48 INCHES:THREE HINGES AND TWO COMPRESSION LATCHES. 3.7 CONTROLS AND ELECTRICAL COMPONENTS QD DEHUMIDISTAT
EXAMINATION, C. CONTRACTOR IS RESPONSIBLE FOR RECEIVING AND OFFLOADING EQUIPMENT OF HIS SCOPE. 2.6 EQUIPMENT CURBS AND SUPPORT
C. THE DRAWINGS INDICATE DIAGRAMMATICALLY THE EXTENT,GENERAL CHARACTER,AND LOCATION OF THE IMMEDIATELY UPON RECEIPT,CONTRACTOR SHALL INSPECT ALL EQUIPMENT AND MATERIAL FOR A. CONTRACTOR SHALL PROVIDE A COMPLETE CONTROL SYSTEM TO OPERATE 1O EQUIPMENT AS
WORK TO BE PERFORMED.WHERE MINOR ADJUSTMENTS OF THE WORK ARE NECESSARY FOR PURPOSES A ROOF MOUNTED EQUIPMENT:PROVIDE FACTORY CURB TO MATCH EQUIPMENT PROVIDED.CURB TO DESCRIBED IN THESE DOCUMENTS.SYSTEM SHALL INCLUDE THERMOSTATS,LOW VOLTAGE WIRING, OT THERMOSTAT DUCTWORK BREAK
OF FABRICATION OR INSTALLATION OF ITEMS,THE CONTRACTOR SHALL MAKE SUCH ADJUSTMENTS WITH SHIPPING DAMAGE AND REPLACE ANY DEFECTIVE ITEMS AT NO INCREASE TO CONTRACT MATCH ROOF SLOPE,TYPE,AND INSULATION DEPTHS FOR PROPER EQUIPMENT MOUNTING(ACCOUNT TRANSFORMERS,AND ASSOCIATED APPURTENANCES REQUIRED TO MEET THE INTENT OF THESE
AMOUNT. FOR APPLICABLE ACCESSORIES SUCH AS ECONOMIZERS AND ERVS DOCUMENTS. TEMPERATURE SENSOR
NO ADDED COMPENSATION.WHERE SUCH ADJUSTMENTS THE
AFFECT FUNCTIONAL OR AESTHETIC DESIGN OF )
THE WORK,THEY SHALL FIRST BE SUBMITTED TO THEE ARCHITECT FOR REVIEW AND APPROVAL 1.6 SEQUENCING AND SCHEDULING PART 3 - EXECUTION X v Z3 DucnvoRK RISE
D. SITE UTILITIES:THE MECHANICAL DOCUMENTS INDICATE CONNECTION LOCATION OF VARIOUS BUILDING A. COORDINATE MECHANICAL EQUIPMENT INSTALLATION WITH OTHER BUILDING COMPONENTS PRIOR 3.1 EXAMINATION SMOKE DETECTOR
SERVICES.COORDINATE WORK WITH THE SITE UTIUTIES CONTRACTOR TO ENSURE PROPER INVERT TO ORDERING OR FABRICATION OF ADJOINING WORK. GENERAL HVAC NOTES DUCTWORK DROP
ELEVATION,PIPE SLOPE GRADIENT,PIPE SIZE AND SEPARATION WITHIN TRENCH WORK.NOTIFY A VERIFY FINAL LOCATIONS FOR ROUGH-INS WITH FIELD MEASUREMENTS AND WITH THE REQUIREMENTS
ARCHITECT OR ENGINEER OF ANY DISCREPANCY BETWEEN DRAWINGS AND FIELD CONDITIONS. B. COORDINATE THE INSTALLATION OF REQUIRED SUPPORTING DEVICES AND SET SLEEVES IN OF THE ACTUAL EQUIPMENT TO BE CONNECTED. (RE:ALL MECHANICAL SHEETS) CO2 SENSOR
E. COMPLY WITH ALL LOCAL AND STATE CODES REGARDING SEISMIC SUPPORT AND ISOLATION.NOT ALL POURED-IN-PLACE CONCRETE AND OTHER STRUCTURAL COMPONENTS AS THEY ARE B. LOCATIONS OF EQUIPMENT AND DEVICES,AS SHOWN ON THE DRAWINGS,ARE APPROXIMATE UNLESS SPIN-IN SUPPLY(WITH VOLUME
SEISMIC REQUIREMENTS ARE SHOWN ON THESE DRAWINGS.CONTRACTOR SHALL MEET THE CONSTRUCTED.ARRANGE FOR CHASES,SLOTS,AND OPENINGS IN BUILDING STRUCTURE DIMENSIONED;DO NOT SCALE DRAWINGS.EXACT LOCATIONS OF SUCH ITEMS SHALL BE DETERMINED BY G1 THE INTENTION OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND MATERIALS,AND M MOTORIZED DAMPER rww
REQUIREMENTS OF THE AUTHORITY HAVING JURISDICTION FOR SEISMIC SUPPORT/ISOLATION OF HIS DURING PROGRESS OF CONSTRUCTION TO ALLOW FOR MECHANICAL INSTALLATIONS. THE ARCHITECT'S REPRESENTATIVE AND/OR DETERMINED FROM SPECIAL DETAILS AND DRAWINGS. EQUIPMENT,NECESSARY,OR REASONABLY INFERABLE AS BEING NECESSARY,FOR FURNISHING, - DAMPER)
WORK. C. SEQUENCE,COORDINATE,AND INTEGRATE INSTALLATIONS OF MECHANICAL MATERIALS AND VERIFY THE PHYSICAL DIMENSIONS OF EACH ITEM OF MECHANICAL EQUIPMENT TO FIT THE AVAILABLE INSTALLATION AND TESTING,COMPLETE AND READY FOR SAFE OPERATION OF THE SYSTEMS 1.2 GENERAL COORDINATION EQUIPMENT FOR EFFICIENT FLOW OF THE WORK.COORDINATE INSTALLATION OF LARGE SPACE AND PROMPTLY NOTIFY THE ARCHITECT PRIOR TO ROUGHING-IN IF CONFLICTS APPEAR. DESCRIBED HEREIN. Bo- BAROMETRIC DAMPER SPIN-IN RETURN/EXHAUST
A THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF A SATISFACTORY,COMPLETE,AND FULLY EQUIPMENT REQUIRING POSITIONING PRIOR TO CLOSING IN THE BUILDING. COORDINATION OF DIVISION 15 EQUIPMENT AND SYSTEMS TO THE AVAILABLE WIRING,EQUIPMENT, (WITH VOLUME DAMPER)
OPERATIONAL PIECE OF WORK IN ACCORDANCE WITH TRUE INTENT OF THE DRAWINGS AND D. COORDINATE CONNECTION OF MECHANICAL SYSTEMS WITH EXTERIOR UNDERGROUND AND DUCTWORK,PIPING,ETC.SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.THE INSTALLATION
G2 THE MECHANICAL CONTRACTOR IS RESPONSIBLE FOR T-STATS AND ALL LOW VOLTAGE WIRING. MANUAL VOLUME DAMPER �� 45'SQUARE DUCT TAKE-OFF
CONTROL CONDUIT IS BY ELECTRICAL CONTRACTOR.
SPECIFICATIONS. OVERHEAD IRILRIES AND SERVICES.COMPLY WITH REQUIREMENTS OF GOVERNING SHALL BE CONCEALED WITHIN BUILDING CONSTRUCTION,OR EXPOSED IN MECHANICAL ROOMS,UNLESS s��� FROM SQUARE DUCT
B. CONTRACTOR SWILL CONSULT ALL DRAWINGS FOR THE PROJECT TO DETERMINE THAT THE WORK AND REGULATIONS,FRANCHISED SERVICE COMPANIES,AND CONTROLLING AGENCIES.COORDINATE OTHERWISE NOTED. G3 ALL OUTSIDE AR DUCTS TO BE EXTERNALLY INSULATED. FSD -{ COMBINATION SMOKE/FIRE DAMPER
EQUIPMENT WILL FIT
AS PUNNED. CONNECTION OF ELECTRICAL SERVICES. 3.2 GENERAL INSTALLATION 45'ROUND DUCT TAKE-OFF M
C. THE LOCATION OF PIPING,DUCTS,EQUIPMENT,ETC.,SHALL TS CHECKED TO ENSURE CLEARANCE FROM E. PROVIDE IDENTIFICATION OF ALL EQUIPMENT.COORDINATE INSTALLATION OF IDENTIFYING A PROVIDE ALL VALVES,DAMPERS AND CONTROL DEVICES REQUIRED TO COMPLETE BALANCING OF G4 ALL SUPPLY DUCTS AND RETURN DUCTS TO BE INSULATED AND INTERNALLY TINED AS SHOWN ON sA� FROM SQUARE DUCT w
OPENINGS,STRUCTURAL MEMBERS,CABINETS,LIGHTS,OUTLETS AND EQUIPMENT HAVING FIXED }-{ FIRE DAMPER
LOCATIONS. THIS SHALL BE ACCOMPLISHED PRIOR TO FABRICATION OF PIPE OR DUCTS. DEVICES AFTER COMPLETING COVERING AND PANTING WHERE DEVICES ARE APPLIED TO SYSTEMS AS DESCRIBED IN THESE DOCUMENTS OR AS NORMALLY ASSOCIATED WITH THE SYSTEMS TO DRAWINGS AND SPECIFICATIONS. 45'ROUND DUCT TAKE-OFF
D. IF,AT ANY TIME,AND IN ANY CASE,CHANGES IN LOCATION OF PIPING,DUCTS,EQUIPMENT,ETC., SURFACES.INSTALL IDENTIFYING DEVICES PRIOR TO INSTALLING ACOUSTICAL CEILINGS AND BE INSTALLED WHETHER SPECIFICALLY CALLED FOR ON THE DRAWINGS,DETAILS OR SPECIFICATIONS OR s��w' FROM ROUND DUCT
BECOMES NECESSARY DUE TO EXISTING OBSTACLES OR INSTALLATION OF OTHER TRADES SHOWN ON SIMILAR CONCEALMENT. NOT.IT SHALL BE UNDERSTOOD,UNLESS SPECIFICALLY STATED OTHERWISE,THAT ALL SYSTEMS G5 DUCTWORK LAYOUT IS PARTIALLY DIAGRAMMATIC.OFFSETS AND ADJUSTMENTS MAY BE REQUIRED TO ® EQUIPMENT CALLOUT
ANY OF THE PROJECT DRAWINGS AND SUCH CONFLICT COULD RAVE BEEN AVOIDED BY PROPER INSTALLED SHALL COMPLY WITH INDUSTRY RECOGNIZED STANDARDS AND FEATURES. COORDINATE WITH UGHTS,DUCTS,PLUMBING,FIRE SPRINKLERS AND STRUCTURE.
1.7 PROJECT CLOSE-OUT
TURNING VANE
COORDINATION BETWEEN TRADES OR PROPER PRE-PUNNING OF WORK SUCH REQUIRED CHANGES B. COORDINATE MECHANICAL SYSTEMS EQUIPMENT PAID MATERIALS INSTALLATION WITH OTHER BUILDING
SHALL BE MADE BY THE CONTRACTOR AT NO EXTRA COST. THESE CHANGES ARE TO BE RECORDED ON A CONTRACTOR SHALL FURNISH A WRITTEN GUARANTEE TO REPLACE OR REPAIR ANY DEFECTS IN COMPONENTS.SEQUENCE,COORDINATE,AND INTEGRATE INSTALLATIONS OF MECHANICAL MATERIALS AND G6 COORDINATE T-STAY LOCATIONS WITH OWNER. ® DETAIL CALLOUT f
THE RECORD DRAWINGS. WORKMANSHIP OR EQUIPMENT,WHICH DEVELOP WITHIN ONE YEAR FROM ACCEPTANCE BY THE OWNER. EQUIPMENT FOR EFFICIENT FLOW OF THE WORK.GIVE PARTICULAR ATTENTION TO LARGE EQUIPMENT MITERED CORNER
E. THIS CONTRACTOR IS RESPONSIBLE TO PROVIDE ALL INCIDENTAL ELECTRICAL INTERCONNECTIONS, CONTRACTOR MUST ASSUME RESPONSIBILITY FOR ALL EXPENSES INCURRED TO REPAIR OR REPLACE REQUIRING POSITIONING PRIOR TO CLOSING IN THE BUILDING.GIVE RIGHT-OF-WAY PRIORITY TO G7 CONTRACTOR SHALL IDENTIFY ALL SERVICEABLE ITEMS(VALVES,DAMPERS,COILS,ETC.)SO THAT THE
CONTROL WIRING,ETC.,WHICH ARE NECESSARY FOR SYSTEM COMPLETION AND WHICH ARE NOT HIS WORK AS WELL AS WORK OF OTHER TRADES THAT MAY BE AFFECTED BY THIS REPLACEMENT. SYSTEMS REQUIRED TO BE INSTALLED AT A SPECIFIED SLOPE. CEIUNG SUBCONTRACTOR MAY KNOW WHERE TO INSTALL ACCESS-TYPE PANELS SHOULD A UFT-UP (T� TEMPERATURE GAUGE _
SPECIFICALLY SHOWN OR OTHERWISE INDICATED ON THE ELECTRICAL DRAWINGS OR SPECIFIED IN B. CONTRACTOR SHALL MAINTAIN A REDLINED SET OF CONSTRUCTION DRAWINGS SHOWING DEVIATIONS C. WHERE MOUNTING HEIGHTS ARE NOT DETAILED OR DIMENSIONED,INSTALL SYSTEMS,MATERIALS,PAID TYPE CEILING NOT BE INSTALLED.THIS CONTRACTOR SHALL PROVIDE ACCESS PANELS FOR HIS WORK -
DMSION 26. BETWEEN THE DRAWINGS AND INSTALLED CONDITIONS.THESE SHALL BE TURNED OVER TO THE OWNER EQUIPMENT NT PROVIDE THE MAXIMUM HEADROOM POSSIBLE UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.ARCHITECT SHALL APPROVE LOCATIONS OF ACCESS / )T RADIUS ELBOW \ANAL
F. ALL ELECTRICAL WORK INCIDENTAL TO OR ACCOMPLISHED UNDER THIS DIVISION SHALL COMPLY WITH AT ACCEPTANCE OF THE WORK. PANELS PRIOR TO INSTALLATION. POINT OF CONNECTION STEp
D. INSTALL SYSTEMS,MATERIALS,AND EQUIPMENT LEVEL AND PLUMB,PARALLEL AND PERPENDICULAR TO 'O
ALL REQUIREMENTS OF DIVISION 26. C. PROVIDE THREE 3 COMPLETE SETS OF OPERATION AND MAINTENANCE MANUALS.THESE ARE TO
G. PLANS ARE DIAGRAMMATIC IN NATURE. CONTRACTOR IS RESPONSIBLE FOR REFERRING TO THE DESIGN () OTHER BUILDING SYSTEMS AND COMPONENTS,WHERE INSTALLED EXPOSED IN FINISHED SPACES. G8 ALL PENETRATIONS MADE THROUGH RATED ASSEMBLIES TO ACCOMMODATE WORK OF THIS SECTION,
DOCUMENTS FOR ALL OTHER DISCIPUNES FOR PROJECT CONSTRUCTION AND OTHER DETAILS WHICH INCLUDE ALL EQUIPMENT CUT-SHEETS,MANUFACTURERS RECOMMENDED MAINTENANCE PROCEDURES, INTAKE OR EXHAUST
MANUFACTURERS WARRANTEE INFORMATION,AND CONTRACTORS WARRANTEE LETTER AND CONTACT E. INSTALL MECHANICAL EQUIPMENT TO FACILITATE SERVICING,MAINTENANCE,AND REPAIR OR MUST BE SEALED TO MAINTAIN THE RATING OF SUCH ASSEMBLY BY A U.L.RECOGNIZED SEALING 6 2
INFORMATION. REPLACEMEIIT OF EQUIPMENT COMPONENTS.AS MUCH AS PRACTICAL,CONNECT EQUIPMENT FOR EASE METHOD.
AFFECT THE MECHANICAL INSTALLATION.AND A CONTRACTOR SHALL CONFER WITH F T OTHER TRADES FOR DIRECTION OF AIRFLOW N O
FINISH ADJACENT A ITS WORK AND ARRANGE TO HAVE VISIBLE PORTIONS IT THIS WORK(SUCH AS OF DISCONNECTING,WITH MINIMUM OF INTERFERENCE WITH OTHER INSTALLATIONS.EXTEND GREASE I• Z
ACCESS DOORS,VALVES,SPRINKLER HEADS,ESCUTCHEONS,ETC.)MERGE WITH THE FINISH IN A D. PROVIDE THREE(3)REVIEWED BALANCE REPORTS OF WATER AND AIR SYSTEMS AS APPLICABLE. FITTINGS TO AN ACCESSIBLE LOCATION. G9 CONTRACTOR HAS SOLE RESPONSIBILITY TO COORDINATE ANY SUBSTITUTIONS WITH ALL OTHER
MANNER SATISFACTORY TO THE ARCHITECT. E. CONTRACTOR SHALL INSTRUCT THE OWNER ON THE OPERATION AND MAINTENANCE OF ALL SYSTEMS F. DRAWINGS ARE NOT DETAILED TO THE EXTENT THAT ALL DUCTWORK AND PIPING OFFSETS,BENDS,AND DISCIPUNES.EQUIPMENT OF GREATER POWER,DIMENSIONS,CAPACITIES,AND RATINGS MAY BE FY AYVQ
H. CONTRACTOR SHALL IDENTIFY ALL SERVICEABLE ITEMS(VALVES,DAMPERS,COILS,ETC.)SO THAT TINE PROVIDED UNDER THIS CONTRACT. SPECIAL FITTINGS ARE SHOWN AND EXACT LOCATION INDICATED;HOWEVER,THEY ARE TO BE PROVIDED FURNISHED PROVIDED SUCH PROPOSED EQUIPMENT HAS BEEN SUBMITTED FOR RENEW,IN WRITING
CEILING SUBCONTRACTOR MAY KNOW WHERE TO INSTALL ACCESS-TYPE PANELS SHOULD A UFT-UP PART 2 - PRODUCTS WHETHER SHOWN OR NOT.REFER TO SCHEDULES FOR ACCESSORIES. AND CONNECTING MECHANICAL AND ELECTRICAL SERVICES,CIRCUIT BREAKERS,CONDUIT,MOTORS, 07 19/2022
TYPE CEILING NOT BE INSTALLED.THIS CONTRACTOR SHALL PROVIDE ACCESS PANELS FOR HIS WORK G. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY PROTECTING ANY PENETRATION OF A FIRE BASES,AND EQUIPMENT SPACES ARE ADJUSTED APPROPRIATELY.NO ADDITIONAL COSTS WILL BE ABBREVIATIONS & DESCRIPTIONS
UNLESS SPECIFICALLY NOTED ON THE DRAWINGS.ARCHITECT SHALL APPROVE LOCATIONS OF ACCESS 2.1 GENERAL RATED ASSEMBLY. FIRE SEAL,CAULKING,AND APPURTENANCES SHALL BE UL LISTED FOR THE APPROVED FOR THESE INCREASES,IF LARGER EQUIPMENT IS PROPOSED.IF MINIMUM ENERGY
PANELS PRIOR TO INSTALLATION. A DUCT DIMENSIONS SHOWN ON PUNS ARE NET FREE AREA ASSEMBLY RATING IT IS APPLIED TO AND SHALL BE INSTALLED PER THE MANUFACTURERS WRITTEN RATINGS OR EFFICIENCIES OF THE EQUIPMENT ARE SPECIFIED,THE EQUIPMENT MUST MEET THE AC AR CONDITIONING HVAC HEATING,VENTILATING,AIR CONDITIONING
CONTRACTOR IS SOLELY RESPONSIBLE
I. CEILING HEIGHTS:ARCHITECTURAL DRAWINGS SHALL BE CHECKED FOR CEILING HEIGHTS,WALLS,AND B. ROUND ELBOWS MUST HAVE A CENTERLINE RADIUS OF NO LESS THAN 1.5 TIMES THE DIAMETER OF INSTRUCTIONS.ALL SUCH MATERIALS SHALL MEET STATE,LOCAL.,AND AUTHORITIES CODES PAID DESIGN REQUIREMENTS AND COMMISSIONING REQUIREMENTS. A'F ABOVE FINISHED FLOOR FOR SUBSTITUTED EQUIPMENT MEETING THE INTENT OF THE ORIGINAL DESIGNED EQUIPMENT IN ALL K KITCHEN EQUIPMENT SUPPLIER
CABINETS THAT ARE INTENDED TO CONCEAL WORK OF THIS SECTION.WHERE CONFLICTS OCCUR,THE THE ELBOW.SQUARE ELBOWS SHALL HAVE TURNING VANES UNLESS SHOWN AS RADIUSED ELBOWS. STANDARDS. AHU AIR HANDLING UNIT KW
KILOWATT
ASPECTS' BTU BRITISH THERMAL UNITS ``
ARCHITECT SHALL BE NOTIFIED PRIOR TO INSTALLATION OF THE WORK.LOCATION OF EXPOSED WORN C. ALL DUCTWORK EXPOSED TO VIEW SHALL BE ROUND SPIRAL H. PENETRATIONS ARE PROHIBITED IN ANY STRUCTURAL MEMBERS(EXCEPT WHERE NOTED IN DRAWINGS) KWH KILOWATT HOUR O
SUCH AS LIGHTS,DIFFUSERS,SPEAKERS,SPRINKLER HEADS TAKE PRECEDENCE OVER CONCEALED WITHOUT THE WRITTEN CONSENT OF THE ARCHITECT.OBTAIN APPROVAL FOR OTHER FRAMED OPENINGS BTUH BTU'S PER HOUR L ACOUSTICAL DUCT LINER
WORK.
2.2DUCTWORK MATERIALS CA COMBUSTION AIR LAT LEAVING AR TEMPERATURE
WHICH MAY BE REQUIRED IN ADDITION TO THOSE SHOWN ON DRAWINGS.PAY ALL COSTS FOR
J. CONTRACTOR SHALL EXERCISE CARE TO MINIMIZE ANY DISTURBANCE TO ADJACENT AREAS OF THE A COMPLY WITH SMACNA'S'HVAC DUCT CONSTRUCTION STANDARDS--METAL AND FLEXIBLE"FOR ADDITIONAL CUTTING OF HOLES AS THE RESULT OF INCORRECT LOCATION OF SLEEVES OR FURNISHING CC COOLING COIL MAX MAXIMUM
BUILDING WHICH ARE TO REMAIN IN OPERATION.ISOLATE WORK AREAS BY TEMPORARY PARTITIONS, ACCEPTABLE MATERIALS,MATERIAL THICKNESS,AND DUCT CONSTRUCTION METHODS,UNLESS INCORRECT INFORMATION AS TO THE REQUIREMENTS OF FRAMED OPENINGS. CFF CAP FOR FUTURE
TARPS,ETC.,TO KEEP DUST AND DIRT IN THE CONSTRUCTION AREA OTHERWISE INDICATED.SHEET METAL MATERIALS SHALL BE FREE OF PITTING,SEAM MARKS,ROLLER I. FIRE-RATED ASSEMBLY PENETRATIONS: CFM CUBIC FEET PER MINUTE MCA MINIMUM CIRCUIT AMPS
K. PROVIDE ALL NECESSARY FLASHING,SEAJNG,ETC.,TO MAINTAIN THE WATERPROOF INTEGRITY OF THE MARKS,STAINS,DISCOLORATIONS,AND OTHER IMPERFECTIONS.UNLESS STATED OTHERWISE,ALL 1 THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROPERLY PROTECTING ANY PENETRATION OF A CHI CHILLED WATER RETURN MOCP MAXIMUM OVERCURRENT PROTECTION
BUILDING AS REQUIRED BY THE INSTALLATION OR REMOVAL OF ITEMS AS REQUIRED B .Y THIS SCOPE OF DUCTWORK TO BE 26 GAUGE MINIMUM. CHWS CHILLED WATER SUPPLY MIN MINIMUM
WORK. FIRE RATED ASSEMBLY. FIRE SEAL,CAULKING,AND APPURTENANCES SHALL BE UL LISTED FOR
L INSTALL ALL WORK OF THIS SCOPE TO BE READILY ACCESSIBLE FOR OPERATION,MAINTENANCE,AND B. GALVANIZED SHEET STEEL LOCK-FORMING QUALTY;COMPLYING WITH ASTM A 653/A 653M AND THE ASSEMBLY RATING IT IS APPUED TO AND SHALL BE INSTALLED PER THE MANUFACTURERS CLG CEILING NC NOISE CRITERIA
REPAIR.MINOR DEVIATIONS FROM THE DRAWINGS MAY BE MADE TO ACCOMPLISH THIS,BUT CHANGES HAVING G90(Z275)COATING DESIGNATION;DUCTS SHALL HAVE MILL-PHOSPHATIZED FINISH FOR WRITTEN INSTRUCTIONS.ALL SUCH MATERAS SWILL MEET STATE,LOCAL,AND AUTHORITIES CODES CW COLD WATER NFPA NATIONAL FIRE PROTECTION ASSOCIATION
INVOLVING OTHER TRADES MAY NOT BE MADE WITHOUT PRIOR APPROVAL SURFACES EXPOSED TO VIEW. AND STANDARDS. DEG DEGREE NTS NOT TO SCALE
M. ALL PENETRATIONS MADE THROUGH RATED ASSEMBLIES TO ACCOMMODATE WORK OF THIS SECTION, C. CARBON-STEEL SHEETS:ASTM A 3661 366M,COLD-ROLLED SHEETS;COMMERCIAL QUALTY;WITH 2. REFER TO ARCHITECTURAL DRAWINGS FOR ALL FIRE RATED ASSEMBLY LOCATIONS AND RATINGS. DIA DIAMETER OSA OUTSIDE AR
MUST BE SEALED TO MAINTAIN THE RATING OF SUCH ASSEMBLY BY A U.L.RECOGNIZED SEALING OILED,MATTE FINISH FOR EXPOSED DUCTS. J. SEISMIC RESTRAINT: DB DRY BULB TEMPERATURE PD PRESSURE DROP
METHOD. D. STAINLESS STEEL ASTM A 480/A 480M,TYPE 316 OR 304,AND HAVING A NO.2D FINISH FOR 1. THE CONTRACTOR SHALL PROVIDE PROPER MECHANICAL SEISMIC RESTRAINTS FOR ALL INSTALLED EA EXHAUST AIR PH PHASE
N. PROVIDE ALL CUTTING AND PATCHING REQUIRED FOR INSTALLATION OF THIS WORK.COORDINATE ALL CONCEALED DUCTS AND SUITABLE FINISH FOR EXPOSED DUCTS. ITEMS INCLUDING,BUT NOT LIMITED TO,DUCTS,PIPING,EQUIPMENT AND ACCESSORIES.THE EAT ENTERING AIR TEMPERATURE PRV PRESSURE REDUCING VALVE
BLOCKING,SUPPORT,ETC.,NECESSARY FOR THE INSTALLATION OF THIS WORK WITH THE GENERA CONTRACTOR SHALL PROVIDE SEISMIC RESTRAINTS AS LISTED BY THE CODES USED BY THE AHJ EER ENERGY EFFICIENCY RATIO RA RETURN AIR
2A. INSULATION AND LINER OR AS SHOWN ON THE DRAWINGS(WHICHEVER IS MORE STRINGENT). ESP EXTERNAL STATIC PRESSURE
CONTRACTOR. RPM REVOLUTIONS PER MINUTE
1.3 CODES. STANDARDS. PERMITS. AND FEES A GENERAL: 3.3 DUCT INSTALLATION EWT ENTERING WATER TEMPERATURE RTU ROOFTOP UNIT
A AL APPLCABLL CODE LAWS AND REGULATIONS GOVERNING OR RELATING TO ANY PORTION OF THIS 1. FIRE-HAZARD CLASSIFICATION:MAXIMUM FUME-SPREAD INDEX OF 25 AND SMOKE-DEVELOPED FCO FLOOR CLEANOUT SA SUPPLY AR
WORK ARE HEREBY INCORPORATED INTO AND MADE A PART OF THESE SPECIFICATIONS.THEIR INDEX OF 50 WHEN TESTED ACCORDING TO ASTM E 84. A. CONSTRUCT AND INSTAL DUCTS ACCORDING TO SMACNAS°HVAC DUCT CONSTRUCTION SEER SEASONAL ENERGY EFFICIENCY RATIO
ID FIRE DAMPER SFD/FSD COMBINATION SMOKE/FIRE DAMPER PROVISIONS SHALL BE CARRIED OUT BY THE CONTRACTOR,WHO SHALL INFORM THE ARCHITECT IN 2. INSULATION SCHEDULE: STANDARDS--METAL AND FLEXIBLE."
FlA FULL LOAD MAPS
WRITING PRIOR TO SUBMITTING A BID,OF ANY WORK OR MATERIALS WHICH VIOLATE ANY OF THE a. INSIDE THE BUILDING THERMAL INSULATION ENVELOPE-ALL INSTALLED VALUES TO BE R-6 B. INSTALL DUCTS WITH FEWEST POSSIBLE JOINTS.INSTALL FABRICATED FITTINGS FOR CHANGES IN IT SP STATIC PRESSURE
ENFORCED LAWS,CODES,OR REGULATIONS.IF THE CONTRACTOR PERFORMS ANY WORK CONTRARY TO MINIMUM. DIRECTIONS,SIZE,AND SHAPE AND FOR CONNECTIONS. FLR FLOOR SYM SYMBOL
SUCH LAWS,ORDINANCES,RULES AND REGULATIONS,HE SHALL ASSUME FULL RESPONSIBILITY,AND FPM FEET PER MINUTE
1) INSULATE ALL RECTANGULAR DUCT WITH 1/2°DUCT LINER MINIMUM UNLESS NOTED C. COORDINATE LAYOUT WITH SUSPENDED CEILING,FIRE-AND SMOKE-CONTROL DAMPERS,LIGHTING FT FEET TA TRANSFER AIR
SHALL BEAR ALL COSTS ASSOCIATED WITH BRINGING WORK INTO COMPLIANCE. OTHERWISE ON THE MECHANICAL SHEETS. LAYOUTS,AND SIMILAR FINISHED WORK. T&P TEMPERATURE AND PRESSURE
B. WHERE DRAWINGS OR SPECIFICATIONS CALL FOR MATERIAL OR CONSTRUCTION OF A BETTER QUALITY OR 2) INSULATE ALL ROUND SUPPLY DUCT AND OUTSIDE AIR DUCT WITH 1-1/2"FOIL FACED D. SEAL ALL JOINTS WITH UNITED DUCT SEALANT.APPLY SEALANT TO MALE END CONNECTORS BEFORE GA GAUGE TYP TYPICAL
HIGHER CAPACITY THAN REQUIRED BY THE ABOVE-MENTIONED CODES AND STANDARDS,THE PROVISIONS GCO GRADE CLEANOUT TEMP TEMPERATURE
OF THE DRAWINGS OR SPECIFICATIONS SHALL TAKE PRECEDENCE OVER THE REQUIREMENTS OF THE DUCT WRAP EXCEPT EXPOSED SPIRAL TO BE UN-INSULATED. ROUND RETURN DUCT INSERTION,AND AFTERWARD TO COVER ENTIRE JOINT AND SHEET METAL SCREWS. GPM GALLONS PER MINUTE UMC UNIFORM MECHANICAL CODE
CODES AND STANDARDS. DOES NOT NEED TO BE INSULATED. E. NON-FIRE-RATED PARTITION PENETRATIONS:WHERE DUCTS PASS THROUGH INTERIOR PARTITIONS AND HC HEATING COIL UPC UNIFORM PLUMBING CODE
C. THE RESPECTIVE SUB-CONTRACTOR,AT HIS EXPENSE,SHALL OBTAIN ALL PERMITS AND FEES REQUIRED b. OUTSIDE THE BUILDING THERMAL INSULATION ENVELOPE,BUT INSIDE THE ATTIC SPACE EXTERIOR WALLS AND ARE EXPOSED TO VIEW,CONCEAL SPACES BETWEEN CONSTRUCTION OPENINGS HP HORSEPOWER VTR VENT THROUGH ROOF
FOR THIS SCOPE OF WORK ON THIS PROJECT.THE SUB-CONTRACTORS SHALL ALSO SCHEDULE ALL 1) INSULATE ALL SUPPLY AND RETURN DUCTS TO R-6 MINIMUM. REFERENCE NOTE ON AND DUCTS OR DUCT INSULATION WITH SHEET METAL FLANGES OF SAME METAL THICKNESS AS DUCTS. IECC INTERNATIONAL ENERGY V VOLTS
REQUIRED INSPECTIONS AND OBTAIN CERTIFICATES FOR HIS WORK,AT HIS EXPENSE. SHEET M2.1 FOR ADDITIONAL INFORMATION. OVERLAP OPENINGS ON 4 SIDES BY AT LEAST 1-1/2 INCHES. CONSERVATION CODE
D. THE FOLLOWING SPECIFIC STANDARDS SHALL BE CONSIDERED AS MINIMUM REQUIREMENTS FOR WORK OF 3. ALL DUCTWORK TO BE INSULATED AT A MINIMUM TO MEET 2018 IECC SUPERCEDING THE ABOVE F. FIRE-RATED PARTITION PENETRATIONS:WHERE DUCTS PASS THROUGH INTERIOR PARTITIONS AND WB WET BULB
THIS SECTION: SCHEDULE IF CALLED OUT AS LESS THAN CODE. EXTERIOR WALLS,INSTALL APPROPRIATELY RATED FIRE DAMPERS,SLEEVES,AND FlRESTOPPING W/ WITH
1. DUCTWORK:ALL DUCTWORK SHALL BE FABRICATED AND INSTALLED PER THE PUBLISHED STANDARDS B. DUCT INSULATION:MINERAL OR GLASS FIBERS BONDED WITH A THERMOSETTING RESIN.COMPLY WITH SLAB'
OF THE AMERICAN SOCIETY OF HEATING,REFRIGERATION,AND AIR CONDITIONING ENGINEERS ASTM C 553,TYPE II AND ASTM C 1290,TYPE III WITH FACTORY-APPLIED FSK JACKET. G. PAINT INTERIORS OF METAL DUCTS,THAT DO NOT HAVE DUCT LINER,FOR 24 INCHES UPSTREAM OF SHEET INDEX
(AS
HRAE)AND THE SHEET METAL AND AIR CONDITIONING NATIONAL ASSOCIATION(SMACNA),AND C. FIBROUS-GLSS LINER:COMPLY WITH NFPA 9QA OR NFPA 908 AND WITH NAIMA AH124. REGISTERS AND GRILLES.APPLY ONE COAT OF FLAT,BLACK,LATEX FINISH COAT OVER A COMPATIBLE
MEET THE REQUIREMENTS OF NFPA 90 AND NFPA 91. 1. MATERIALS:ASTM C 1071;SURFACES EXPOSED TO AIRSTREAM SHALL BE COATED TO PREVENT GALVANIZED-STEEL PRIMER.
H. PROVIDE BALANCING DAMPERS AT POINTS ON SUPPLY,RETURN,AND EXHAUST SYSTEMS WHERE MOO HVAC COVER SHEET
2. FILTERS:ALL FILTER MEDIA SHALL BE UL CLASS 2. EROSION OF GLASS FIBERS. BRANCHES LEAD FROM LARGER DUCTS AS REQUIRED FOR AIR BALANCING.INSTALL AT A MINIMUM OF MOA HVAC ENERGY COMPLIANCE FORMS
3. FIRE DAMPERS:ALL FIRE DAMPERS SHALL BE LISTED AND INSTALLED PER UL FOR THE ASSEMBLY a. THICKNESS:1/2°,UNLESS NOTED OTHERWISE. TWO DUCT WIDTHS FROM BRANCH TAKEOFF. M2.1 HVAC PLAN-FIRST FLOOR
THEY ARE INSTALLED IN,AND MEET THE REQUIREMENTS OF THE LOCAL BUILDING CODE. b. LINER ADHESIVE:COMPLY WITH NFPA 90A OR NFPA 908 PAID WITH ASTM C 916. I. INSTALL FLEXIBLE CONNECTORS IMMEDIATELY ADJACENT TO EQUIPMENT IN DUCTS ASSOCIATED WITH M2.2 HVAC PLAN-SECOND FLOOR
1.4 SUBMITTALS AND SUBSTITUTIONS c. MECHANICAL FASTENERS:GALVANIZED STEEL SUITABLE FOR ADHESIVE ATTACHMENT, FANS AND MOTORIZED EQUIPMENT SUPPORTED BY VIBRATION ISOLATORS. M3.0 SCHEDULES&DETAILS
A SUBMITTAL MATERIALS SHALL BE COMPLETE IN EVERY RESPECT AND SHALL CLEARLY INDICATE MECHANICAL ATTACHMENT,OR WELDING ATTACHMENT TO DUCT WITHOUT DAMAGING LINER WHEN J. CONNECT DIFFUSERS GRILLES TO LOW PRESSURE DUCTS WITH MAXIMUM 8 FEET LENGTHS OF FLEXIBLE O
EQUIPMENT FEATURES,DIMENSIONS,WEIGHTS,PERFORMANCE CHALACTERISTICS,AND CAPACITIES. APPLIED AS RECOMMENDED BY MANUFACTURER AND WITHOUT CAUSING LEAKAGE IN DUCT. DUCT CLAMPED OR STRAPPED IN PLACE.CONNECT FLEXIBLE DUCTS TO METAL DUCTS WITH DRAW ppp�ddd{
CAPACITY AND PERFORMANCE CALCULATIONS SHALL BE ADJUSTED TO INDICATE ACTUAL EQUIPMENT D. REFRIGERANT PIPING INSULATION:SUCTION PIPING-FLEXIBLE ELASTOMERIC,1'THICK. BANDS.
PERFORMANCE AT THE PROJECT ELEVATION. UTERATURE OR DRAWINGS THAT DESCRIBE MORE THAN 2.4 DUCT ACCESSORIES K. INSTALL BACKDRAFT DAMPERS ON EXHAUST FANS OR EXHAUST DUCTS NEAREST TO OUTSIDE AND
ONE MODEL OR SIZE OF EQUIPMENT SHALL BE MARKED WITH ARROWS OR OTHERWISE CLEARLY WHERE INDICATED.
INSCRIBED TO IDENTIFY THE ACTUAL EQUIPMENT THAT WILL BE FURNISHED. ALL OPTIONS AND SPECIAL A STANDARD VOLUME DAMPERS:SINGLE OR OPPOSED-BLADE DESIGN,STANDARD LEAKAGE RATING,AND
PARTS OF FEATURES SHALL ALSO BE CLEARLY IDENTIFIED. ALL SUBMITTED MATERIALS MUST BE CLEAR, SUITABLE FOR HORIZONTAL OR VERTICAL APPLICATIONS.SHAFTS TO BE FULL LENGTH,GALVANIZED 3.4 HANGING AND SUPPORTING
COMPLETE,AND LEGIBLE. ALL SUBMITTALS OF THIS SCOPE MUST BE SUBMITTED AT ONE TIME; STEEL,WITH ZINC-PLATED,DIE-CAST CORE WITH DIAL AND HANDLE MADE OF 3/32-INCH-THICK A SUPPORT HORIZONTAL DUCTS WITHIN 24 INCHES OF EACH ELBOW AND WITHIN 48 INCHES OF EACH J
MULTIPLE AND VARIED SUBMITTALS WILL BE REJECTED. ZINC-PLATED STEEL,AND A 3/4-INCH HEXAGON LOCKING NUT.INCLUDE CENTER HOLE TO SUIT BRANCH INTERSECTION.
B. SUBMITTALS FOR ALL EQUIPMENT SHALL BE ROUTED THROUGH AND REVIEWED BY THE CONTRACTOR. DAMPER OPERATING-ROD SIZE.INCLUDE ELEVATED PLATFORM FOR INSULATED DUCT MOUNTING. B. SUPPORT VERTICAL DUCTS AT MAXIMUM INTERVALS OF 16 FEET AND AT EACH FLOOR. O LL
THE CONTRACTOR SHALL CHECK ALL SUBMITTALS FOR ADEQUATE IDENTIFICATION,CORRECTNESS,AND B. FIRE DAMPERS:CURTAIN TYPE;FIRE DAMPERS SHALL BE LABELED ACCORDING TO UL 555. C. SUPPORT ALL DUCTWORK,PIPING,AND EQUIPMENT AS REQUIRED BY THE LOCAL CODES, LL Z_
COMPLIANCE WITH CONTRACT DRAWINGS AND SPECIFICATIONS AND APPLY A STAMP OF APPROVAL FOR 1. FRAME FABRICATED WITH ROLL-FORMED,0.034-INCH-THICK GALVANIZED STEEL;WITH MITERED MANUFACTURERS RECOMMENDATIONS,AND STANDARD INDUSTRY PRACTICE. (-
SUBMITTALS THAT ARE REQUIRED TO BE REVIEWED BY THE ENGINEER,A DIGITAL COPY SHALL BE AND INTERLOCKING CORNERS. D. USE MATERIALS COMPATIBLE WITH ITEMS BEING SUPPORTED TO AVOID ELECTROLYTIC ACTION,AND W LU
FORWARDED FOR REVIEW AFTER REVIEW AND APPROVAL BY THE CONTRACTOR. THESE ER. BE 2 BLADES:ROLL-FORMED,INTERLOCKING,0.034-INCH-THICK,GALVANIZED SHEET STEEL IN PLACE CONFORM TO SMACNA,ANSI/ASME B31,NFPA MSS SP-58,69,89.
RETURNED AND SHALL BE REVISED AND RESUBMITTED UNTIL ACCEPTED BY THE ENGINEER. PROVIDE OF INTERLOCKING BLADES,USE FULL-LENGTH,0.034-INCH-THICK,GALVANIZED-STEEL BLADE LU _
PRODUCT DATA FOR EACH PIECE OF EQUIPMENT/COMPONENT USTED IN SCHEDULES. CONNECTORS. 3.5 ACCESS DOORS AND PANELS W W Cn
C. APPROVED MANUFACTURERS,WHICH MAY SUBMIT EQUAL PRODUCT TO THOSE SPECIFIED,ARE LISTED IN A DUCT ACCESS DOORS:INSTALL DUCT ACCESS DOORS TO ALLOW FOR INSPECTING,ADJUSTING,AND > Q THE EQUIPMENT SCHEDULES.ANY SUBMITTAL FOR CONSIDERATION AS AN EQUAL TO THAT SCHEDULED 3. FUSIBLE UNK:REPLACEABLE,165 DEGREE F RATED. MAINTAINING ACCESSORIES AND TERMINAL UNITS AS FOLLOWS: Q
MUST CONTAIN ALL INFORMATION REQUIRED TO EVALUATE THIS CLAIM.MANUFACTURERS NOT LISTED AS C. CEIUNG FIRE DAMPERS:LABELED ACCORDING TO UL 555C;COMPLY WITH CONSTRUCTION DETAILS FOR 1 ADJACENT TO FIRE OR SMOKE DAMPERS,PROVIDING ACCESS TO RESET OR REINSTALL FUSIBLE 0 W
EQUAL MUST SUBMIT IN WRITING FOR REVIEW TEN DAYS PRIOR TO BID CLOSING. CONTRACTOR IS TESTED FLOOR-AND ROOF-CEIUNG ASSEMBLIES AS INDICATED IN UCS"FIRE RESISTANCE DIRECTORY.' LINKS. �- o LLI LLI
RESPONSIBLE TO ASSURE ANY SUBSTITUTED ITEM MEETS ALL PHYSICAL AND PERFORMANCE 1. FRAME:GALVANIZED SHEET STEEL,ROUND OR RECTANGULAR,SALE TO SUIT CEILING B. ARCHITECTURAL ACCESS DOORS OR PANELS:COORDINATE REQUIREMENTS FOR ACCESS PANELS AND CL W Q >
REQUIREMENTS AS AMENDED IN THE DESIGN DOCUMENTS. CONSTRUCTION. CONCEALED BEHIND FINISHED SURFACES.
D. APPROVAL OF SUBMITTALS BY THE ENGINEER SHALL NOT WHERE MECHANICAL ITEMS REQUIRING ACCESS ARE CONCR.
NOT RELIEVE THE CONTRACTOR FROM 2. BLADES:GALVANIZED SHEET STEEL WITH REFRACTORY INSULATION. (-
THIS CONTACTOR SWILL PROVIDE ACCESS PANELS OR DOORS NC SUFFICIENT SIZE TO ALLOW ACCESS
RESPONSIBILITY FOR DEVIATIONS FROM DRAWINGS OR SPECIFICATIONS,NOR SHALL IT RELIEVE HIM FROM 3. FUSIBLE UNK:REPLACEABLE,165 DEGREE F RATED. TO HIS WORK THAT REQUIRES ACCESS FOR MAINTENANCE OR INSPECTION. Z �J
RESPONSIBILITY FOR ERRORS IN SHOP DRAWINGS OR OTHER SUBMITTAL LITERATURE. D. COMBINATION FIRE/SMOKE DAMPERS:LABELED ACCORDING TO UL 5555.COMBINATION FIRE AND Q W C)E. CONTRACTOR HAS SOLE RESPONSIBILITY TO COORDINATE ANY SUBSTITUTIONS WITH ALL OTHER W m DISCIPUNES.EQUIPMENT OF GREATER POWER,DIMENSIONS,CAPACITIES,AND RATINGS MAY BE SMOKE DAMPERS SHALL BE LABELED ACCORDING TO UL 555 FOR 1-1/2-HOUR RATING. Q
FURNISHED PROVIDED SUCH PROPOSED EQUIPMENT IS APPROVED IN WRITING AND CONNECTING 1. FRAME AND BLADES:0.064-INCH THICK,GALVANIZED SHEET STEEL. I- Q LO
MECHANICAL AND ELECTRICAL SERVICES,CIRCUIT BREAKERS,CONDUIT,MOTORS,BASES,AND EQUIPMENT 2. MOUNTING SLEEVE:FACTORY-INSTALLED,0.052-INCH THICK,GALVANIZED SHEET STEEL;LENGTH TO Q _
SPACES ARE INCREASED,NO ADDITIONAL COSTS WILL BE ACCEPTED FOR THESE INCREASES,IF LARGER SUIT WALL OR FLOOR APPUCATION.
EQUIPMENT IS PROVIDED,IF MINIMUM ENERGY RATINGS OR EFFICIENCIES OF THE EQUIPMENT ARE 3. FUSIBLE LINK:REPLACEABLE,165 DEGREE F RATED.
SPECIFIED,THE EQUIPMENT MUST MEET THE DESIGN REQUIREMENTS AND COMMISSIONING REQUIREMENTS. 4. DAMPER MOTORS:MODULATING AND TWO-POSITION ACTION.EQUIP WITH AN INTEGRAL
DESIGN OF ELECTRICAL REQUIREMENTS IS BASED ON MECHANICAL EQUIPMENT SPECIFIED. MECHANICAL SCALE:
CONTRACTOR SWILL COORDINATE WITH ELECTRICAL CONTRACTOR IF EQUIPMENT PURCHASED IS SPIRAL-SPRING MECHANISM WHERE INDICATED.ENCLOSE ENTIRE SPRING MECHANISM IN A AS NOTED
DIFFERENT FROM THAT SPECIFIED STILL MEETS DESIGN INTENT,INCLUDING BUT NOT LIMITED TO REMOVABLE HOUSING DESIGNED FOR SERVICE OR ADJUSTMENTS.
OVERCURRENT PROTECTION,LOCAL DISCONNECTION MEANS,WIRE SIZING,AND DESIGN COSTS. 5. ELECTRICAL CONNECTION:115 V,SINGLE PHASE,60 HZ. DATE:
E. FLEXIBLE CONNECTORS:FAME-RETARDANT OR NONCOMBUSTIBLE FABRICS,COATINGS,AND ADHESIVES CITY APPROVED PLANS DRAWN B/19 2022
COMPLYING WITH UL 181,CLASS 1.PROVIDE HEAVY METAL EDGE BANDS,SEALED TO PREVENT
LEAKAGE. TSM
1. INDOOR SYSTEM,FLEXIBLE CONNECTOR FABRIC:GLASS FABRIC DOUBLE COATED WITH NEOPRENE. Reviewedf or Code Compliance CHECKED BY:
2. OUTDOOR SYSTEM,FLEXIBLE CONNECTOR FABRIC:GLASS FABRIC DOUBLE COATED WITH -� CRA
WEATHERPROOF,SYNTHETIC RUBBER RESISTANT TO UV RAYS AND OZONE.
F. FLEXIBLE DUCTS:UL 181,CLASS 1,UL 181,CLASS 1,BLACK POLYMER FILM SUPPORTED BY PLANS MUST BE ON JOB SITE
HEUCALLY WOUND,SPRING-STEEL WIRE;FIBROUS-GLASS INSULATION;POLYETHYLENE VAPOR BARRIER -
F1LM.
FOR ALL INSPECTIONS DC ENGINEERING SHEET
Careful listening.Oeerinynamic solutions. M O O
....d-in .n et
208.288.2181 Profed:22HMI
Page 24 of 97
COMcheck Software Version 4.1.1.0 COMcheck Software Version 4.2.1.0
Mechanical Compliance Certificate 6�( Inspection Checklist
Energy Code:2018 IECC
Requirements:100.0%were addressed directly in the COMcheck software
Project Information Text column is in the"Comments/Assumptions" provided by the user in the COMcheck Requirements screen.For each
Energy Code: 2018 IECC requ lrement,the user certifies that a code requirement will be met and how that is documented,or that an exception
Pnclect Title: Robert Weed Office is being claimed.Where compliance is itemized in a separate table,a reference to that table is provided.
Location: Twin Falls,Idaho Section
Climate Zone: 56 # Plan Review Complles7 Comments/Assumptions
Pirci Type: New CgnatrUCSlgn &Re,ID
C103.2 ',Plans,specifications.and/or ;OComplies ',Requirement will be met.
[PR2]r calculations provide all information ODoes Not
Construction Site: Owner/Agent: Designer/Contractor: with which compliance can be �ONot Observable',
Twin Falls,ID Corey Ahrens 'determined for the mechanical :ONot Applicable
DC Engineering :systems and equipment and
Twin Falls,ID document where exceptions to the
Additional Efficiency Package(s) Twin Falls,
',standard are claimed.Load
cahrcalculations peracceptable
engineering standards and
handbooks.
Reduced interior lighting power.Requirements are implicitly enfercetl within irdedor lighting allowance calculations. C406 Plans,specifications,and/or ❑Complies Requirement will be met.
Mechanical Systems List [PR9]' calculations provide all information ❑Does Not
with which compliance can be ;ONot Observable',
ienry
Quantity System Type&Description ',determined for the additional energy
1 AH-1/CU-1(Single Zone): c package options. ❑Not Applicable ,
Split System Heat Pump Additional Comments/Assumptions:
Heating Mode:Capacity-34 kBtu/h,
Proposed Efficiency-9.50 HSPF,Required Efficiency-8.20 HSPF
Cooling Mode:Capacity=35 kBtu/h,
Proposed Efficiency=16.00 SEER,Required Efficiency:14.00 SEER
Fan System:None
1 AH-2/CU-2(Single Zone):
Split System Heat Pump
Heating Mode:Capacity=43 kBtu/h,
Proposed Efficiency=9.50 HSPF,Required Efficiency=8.20 HSPF
Cooling Mode:Capacity=46 kBtu/h,
Proposed Efficiency-16.00 SEER,Require!Efficiency:14.00 SEER
Fan System:None �t�gs�-p\S7Eoy��
a Qt O y
Mechanical Compliance Statement pQ02
Compliance Statement:The proposed mechanical design represented in this document is consistent with the building plans, vV
specifications other de tomtI submittedpermit
application. proposed
m son
gnedsehe 2018ECC requirements in COMhVersion 4.1.1.0 d to comply with any
applicable mandatry N� P�Olb
requirements listed in the Inspection Checklist.
Corey Ahrens July 18,22 y pN
Name-Title Signature' Date 07/19/2022
O
1 IHigh Impact(Tier 1) Medium Impact(Ter 2) 13 1 Low Impact(Tier 3)
Project Title: Robert Weed Office Report date:07/18/22 Project Title: Robert Weed Office Report date:07/18/22
Data filename:\\dce\prolects\2022\22HMW02-Robert Weed Ofhce\Calcs\HVAC\Energy Cocs\Robert Weed Page 1 of 11 Data filename:\\dce\projects\2022\22HMW02-Robert Weed Offce\Calcs\HVAC\Energy Calcs\Robert Weed Page 2 of 11
comcheckcck comcheckcck
REQUIRED OSA CALCULATION
OUTDOOR ZONE AIR DIST. `
OUTDOOR AIRFLOW BREATHING ZONE 20181MC REQUIRED
SYSTEM ZONE NAME ZONE CLASSIFICATION AREA(ftz)[A,]' #OF PEOPLE[P,]z AIRFLOW/PERSON EFFECTIVENESS
[i /SgFt[i OSA[B,] [E.]s OSA
AH-115t fir
lobby/stairs 101 Public Spaces:Corridors 305 sgft 0.0 pe 0.0 cfm 0.06 cfm/sgft 18 cfm 0.8 23 cfm BUILDING
office 102 Offices:Office space 90 sgft 0.5 pe 5.0 cfm 0.06 cfm/sqft 8cfm 0.8 10 cfm
off!cc 103 Offices:Office space 146 sgft 0.7 pe 5.0 cfm 0.06 cfm/sgft 12 cfm 0.8 16 cfm
womens RR 104 Public Spaces:Toilet rooms-public 184 sgft 0.0 pe 0.0 cfm 0.00 cfm/sgft 0cfm 0.8 0cfm
mens RR105 Pu bl is Spaces:Toi let rooms-public 145 sgft 0.0 pe 0.0 cfm 0.00 cfm/sqft 0cfm 0.8 Odm
break 107 Public Spaces:Corridors 819sgft 0.0 pe 0.0 cfm 0.06 cfm/sqft 49 cfm 0.8 61 cfm
System Total= 1,689 sq t 1.2 pe --- --- --- 109 cfm C/)
OSA using:165 cfm 2
AH-22nd fir COCS�
office 201 Offices:Office space 121 sgft 0.6 pe 5.0 cfm 0.06 cfm/sgft 10 cfm 0.8 13 cfm Cr7 0
break 202 Public Spaces:Corridors 91sgft 0.0 pe 0.0 cfm 0.06 cfm/sgft 5cfm 0.8 7cfm CC�OD w
offi ce 203 Offices:Office space 150 sgft 0.8 pe 5.Ocfm 0.06 cfm/sgft 13 cfm 0.8 16 cfm U
RR 204 Public Spaces:Toilet rooms-public 57 sgft 0.0 pe 0.0 cfm 0.00 cfm/sgft Ocfm 0.8 Odm J z
corridor 205 Public Spaces:Corridors 234 sgft 0.0 pe 0.0 cfm 0.06 cfm/sgft 14 cfm 0.8 18 cfm de Q Q
office 207 Offices:Office space 144sgft 0.7 pe 5.0 cfm 0.06 cfm/sqft 12 cfm 0.8 15 cfm 0 LL J
LL Z d_
office 206 Offices:Office space 184 sgft 0.9 pe 5.0 cfm 0.06 cfm/sgft 16 cfm 0.8 20Cfm 11-- 2
lounge 208 Public Spaces:Corridors 575sgft O.O pe E m/sgft 35 cfm 0.8 43cfm LU
Z O
System Total= 1,556 sgft 3.0 0.0 cfm 0.06
pe --- --- --- --- 31 cfm 0W
OSA usin:135 cfm > Q
Building totals= 3,245 sgft 4.2 pe total office OSA usin:300cfm 0 Q W
Notes:"1 Data from Project W LU
2..Data from 20181MC Table 403.3.3.1.1
3.Data from 20181 MC Table 403.3.1.1.1.2 Z LU
Z W W LU DD Q
BALANCE REPORT EXHAUST CALCULATION a ° _
REQUIRED BEFORE EXHAUST 20181MC REQUIRED
SYSTEM ROOM NAME REQUIRED EXHAUST #FIXTURES EXHAUST USING SCALE:
FINAL INSPECTION
CLASSIFICATION EXHAUST /S NOTED
DATE:
EF-1 womens RR 104 Toilet 50 cfm/fixture 3 150 cfm 150 cfm 07 19 2022
miens RR 105 Toilet 50 cfm/fixture 4 200 cfm 200 cfm DRAWN BY:
EF-2 RR 204 Toilet 70 cfm/fixture 1 70 cfm 70 cfm TSM
CHECKED BY:
CITY APPROVED PLANS Notes:1.Restroom exhaust fan EF-1 to run continuous during occupied hours,to be switched through the break room lights. -� CRA
2.Restroom exhaustfan EF-2 to run intermittently,switched with the respective restroom lights.
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE DC ENGINEERING SHEET
Careful listening.Dynamic solutions. M O
FOR ALL INSPECTIONS www.dten ineethi.net
208.288.2181 Pcjscl:22HMW02
Page 25 of 97
GENERAL CONSTRUCTION NOTES:
1. THE HVAC WORK IS PARTIALLY DESIGN/BUILD BY THE HVAC CONTRACTOR. THE
INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND
MATERIALS,AND EQUIPMENT,NECESSARY,OR REASONABLY INFERABLE AS BEING
NECESSARY,FOR FURNISHING,INSTALLATION AND TESTING,COMPLETE AND READY
FOR OPERATION OF THE HVAC SYSTEMS,PER CODE. VERIFY ALL DIMENSIONS,
SIZES,EIC.ON SITE. COORDINATE ALL WORK WITH THE GENERAL CONTRACTOR.
GENERAL NOTES:
3.1 1. CONTRACTOR TO COORDINATE ALL EQUIPMENT LOCATIONS AND ROOF
w LOBBY > PENETRATIONS WITHIN THE SCOPE OF THIS PROJECT.PLUMBING VENTS,
> I O REGULATOR VENTS,FLUES,AND EXHAUST AIR OUTLETS TO BE KEPT A MINIMUM
SG-3.8 0 m 101 a OF 10 FEET AWAY FROM OUTSIDE AIR INTAKE LOCATIONS.
160 CFM < a
w 2. ALL SUPPLY,RETURN AND OUTSIDE AIR DUCT TO BE INSULATED PER DRAWING
m m CALL OUT OR 2018 IECC AS A MINIMUM.RECTANGULAR DUCTWORK TO HAVE
1/2"ACOUSTICAL LINER MINIMUM,IF DESIGNATED WITH AN'C.RECTANGULAR
F fffff DUCTWORK LOCATED IN THE ATTIC SPACE TO HAVE ADDITIONAL LINER OR°UNER
w ^�� AND WRAP'TO MEET R-6 TOTAL VALUE. ALL ROUND SUPPLY AND OUTSIDE AIR
RG-2.8"0 DUCTWORK TO BE WRAPPED WITH A MINIMUM OF 1-1/2"DUCT WRAP INSIDE
ti i i
BUILDING INSULATION ENVELOPE. ALL ROUND DUCTWORK LOCATED IN THE ATTIC
rX(�ff0 TO BE WRAPPED TO R-6 MINIMUM, ALL FLEX DUCT LOCATED IN THE ATTIC TO
BE R-6 MINIMUM.
---------- -
RG- 7----- 3. RECTANGULAR DUCT SIZES ARE SHOWN AS NET FREE INSIDE DIMENSIONS.
----•
ADJUST DUCTWORK SIZES TO MEET SIZING AS REQUIRED WITH ACOUSTICAL LINER
OFFICE ti THICKNESS AS CALLED FOR IN THE INSULATION SPECIFICATIONS.
102 •" -------- 8 0SA IJIfIfflJlfffA 4. COORDINATE ALL DUCTWORK HEIGHTS CROSSING BELOW THE JOISTS. VERIFY
120 SG 1.7"0 JJ OFFIC' LOCATIONS WITH TH COILING E EL'ONRHfEAIGH HEIGHTS RES. COORDINATE CEILING GRILLE
103
---------------" 5. ALL SUPPLY GRILLES TO HAVE EITHER AN OBD OR AN ACCESSIBLE MANUAL
DAMPER IN THE RUNOUT.
�IjJJIJIIJ RG-1.6 0 SG-2.6"0 6. FINAL GRILLE SIZING TO BE BY THE HVAC CONTRACTOR. CFM'S ARE SHOWN
O 70 CFM FOR DESIGN PURPOSES. GRILLES STYLES TO MATCH CEILING TYPE. 5\ONAL
7. AIR BALANCE OF OUTSIDE AIR QUANTITY IS REQUIRED.SUPPLY AIR CFM'S ARE bg \ST
l ) l ) SHOWN FOR DESIGN PURPOSES ONLY,AND DO NOT REQUIRE AN AIR BALANCE. y� A
3.2 ---
8. COORDINATE FINAL THERMOSTAT LOCATION WITH THE OWNER. 8g02
4 CH 9"05A 1 2A 1013C FIE
ICE 9. COORDINATE ALL ELECTRICAL CONNECTIONS WITH THE ELECTRICAL CONTRACTOR.
1 -� SG-2.6'0 RG-O
70 CFM JI JIJJIJJIJIJI�` TG-2.8"0 -L- '� Y pN
EG-1.7"0 T KEYED NOTES: ® 07/19/2=
150 CFM WO N'S `' �{ }
�_, !!
EF RESfR OM ________________ 1. VERIFY MANUFACTURER'S RECOMMENDED INSTALLATION CLEARANCE.COORDINATE
2 �4 _1 •g INSTALLATION WITH ELECTRICAL CONTRACTOR ON UNIT DISCONNECT LOCATION.
1 10 250 CFM1-------------- COORDINATE WITH GENERAL CONTRACTOR TO WHETHER UNITS ARE TO BE SET
0 9 ON CONCRETE OR'CLADLFES'. COORDINATE FINAL LOCATION WITH THE
[ DRINKING FOUNTAIN XF L GENERAL CONTRACTOR.
ti O t=z' -------- 2. INSTALL INLINE EXHAUST FAN AT AN ACCESSIBLE LOCATION ABOVE THE T-BAR
14"x10"RA HET 9"0SA rrr�rrr --------i T CEILING.
® 10"ORA O JJJ 111 ---------------- 3. INSTALL WALL EXHAUST CAP WITH BACKDRAFT DAMPER,SEAL WFATHERTIGHT.
TG_2 O _____
3.3 O i 4. INSTALL THE COVE HEATER ON THE HIGH SIDEWALL PER MANUFACTURER'S
S RAGE Offf Ois - --+ WRITTEN INSTRUCTIONS. COORDINATE FINAL LOCATION WITH THE GENERAL
ti BREAKROOM CONTRACTOR PRIOR TO ROUGH IN.
----------------
ti x
106 O O 107 5. L15"05"SUPPLY AND RETURN DUCTS FROM THE SECOND FLOOR CHASE. ALL
B' ti Offffff SG 1.9"0 SG 1.9.0 --- DUCT RUNOUTS TO TAP THE DROPS WITH HET TYPE FITTING.
trrrr
EG-1.8"0 ti ti 210 CFM 210 CFM 6. DUCTWORK ROUTED BELOW THE FLOOR JOISTS AND ABOVE THE CEILING.
�
200 CFM. ti COORDINATE HEIGHTS WITH THE GENERAL CONTRACTOR,SPACE IS VERY TIGHT
AND LIMITED.
4 CH ffffffffffff 7. OFFSET DUCT UP TO ROUTE BETWEEN THE JOISTS.
2 ti
EWS ffffJ Rc-t.s"g
JREMST
OS SG-2,6"0
90 CFM
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HVAC PLAN-FIRST FLOOR O
SCALE:1/4"=1'-0" pC O
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Z R.
CITY APPROVED PLANS Z W W v
F- o� >
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
SCALE:
FOR ALL INSPECTIONS DATE: AS NOTED
07 19 2022
DRAWN BY:
TSM
CHECKED BY:
-� CPA
DC ENGINEERING SHEET
Careful listening.Dynamic solutions. ■
.... et dais in-iii.n
208.288.2181 Profed:22HMW02
Page 26 of 97
GENERAL CONSTRUCTION NOTES:
1. THE HVAC WORK IS PARTIALLY DESIGN/BUILD BY THE HVAC CONTRACTOR. THE
INTENT OF THE CONTRACT DOCUMENTS IS TO INCLUDE ALL LABOR AND
MATERIALS,AND EQUIPMENT,NECESSARY,OR REASONABLY INFERABLE AS BEING
NECESSARY,FOR FURNISHING,INSTALLATION AND TESTING,COMPLETE AND READY
FOR OPERATION OF THE HVAC SYSTEMS,PER CODE. VERIFY ALL DIMENSIONS,
SIZES,ETC.ON SITE. COORDINATE ALL WORK WITH THE GENERAL CONTRACTOR.
3.1 GENERAL NOTES:
1. CONTRACTOR TO COORDINATE ALL EQUIPMENT LOCATIONS AND ROOF
PENETRATIONS WITHIN THE SCOPE OF THIS PROJECT.PLUMBING VENTS,
1.7"0 SG 1.7"0 REGULATOR VENTS,FLUES,AND EXHAUST AIR OUTLETS TO BE KEPT A MINIMUM
SG-
14 C"0 145 CFM OF 10 FEET AWAY FROM OUTSIDE AIR INTAKE LOCATIONS.
2. ALL SUPPLY,RETURN AND OUTSIDE AIR DUCT TO BE INSULATED PER DRAWING
CALL OUT OR 2018 IECC AS A MINIMUM. RECTANGULAR DUCTWORK TO HAVE
1/2"ACOUSTICAL LINER MINIMUM,IF DESIGNATED WITH AN V. RECTANGULAR
DUCTWORK LOCATED IN THE ATTIC SPACE TO HAVE ADDITIONAL LINER OR"LINER
T ti AND WRAP"TO MEET R-6 TOTAL VALUE. ALL ROUND SUPPLY AND OUTSIDE AIR
ti ti DUCTWORK TO BE WRAPPED WITH A MINIMUM OF 1-1/2"DUCT WRAP INSIDE
BUILDINOFFICE RG 1'B i TO BE GWRAPP D¶TTO RN6EMINIMUM. ALL FALL ILEXODUCTORK LOCATED NO THE ATRCIN THETTO
201 ~
BE R-6 MINIMUM.
3. RECTANGULAR DUCT SIZES ARE SHOWN AS NET FREE INSIDE DIMENSIONS.
ADJUST DUCTWORK SIZES TO MEET SIZING AS REQUIRED WITH ACOUSTICAL LINER
ti THICKNESS AS CALLED FOR IN THE INSULATION SPECIFICATIONS.
ti
nr
SG-1.7"0 4. COORDINATE ALL DUCTWORK HEIGHTS CROSSING BELOW THE JOISTS. VERIFY
110 CFM FINAL CEILING INSTALLATION HEIGHTS AND TYPES. COORDINATE CEILING GRILLE
IlGf-W.6" RG-1 8"0LaiLOCATIONS WITH THE ELECTRICAL CONTRACTOR.
90 CFM
5. AIL SUPPLY GRILLES TO HAVE EITHER AN OBD OR AN ACCESSIBLE MANUAL
DAMPER IN THE RUNOUT.OFFICE $Sr�I"0 6. FINAL GRILLE SIZING TO BE BY THE HVAC CONTRACTOR. CFM'S ARE SHOWN
BITE ROOM 8 203 FOR DESIGN PURPOSES. GRILLES STYLES TO MATCH CEILING TYPE. \\ONAL
02jJJj� , 7. AIR BALANCE of OUTSIDE AIR QUANTITY IS REQUIRED.SUPPLY AIR CFM'S ARE aOF Q„
3 2 SHOWN FOR DESIGN PURPOSES ONLY,AND DO NOT REQUIRE AN AIR BALANCE. O A
O I\ tORRD
„1 T AH-1 8. COORDINATE FINAL THERMOSTAT LOCATION WITH THE OWNER. 8602�0
RG_l.9"0 RG-1.12"0
(DE- 6"OEA R If11f 9. COORDINATE ALL ELECTRICAL CONNECTIONS WITH THE ELECTRICAL CONTRACTOR. FY pNQ
ff 07/19/2022
2 1, SG-1.8„0 KEYED NOTES:
RESTROOM ti 200 CFM
12"OSA 14"0SA 1. INSTALL AIR HANDLERS PER MANUFACTURER'S REQUIREMENTS,MAINTAINING
SG 3.5"0 204 O 14"OSA REQUIRED CLEARANCE. ROUTE UNESET TO OUTDOOR UNIT CONCEALED FROM
60 CFM VIEW OUTSIDE THE MECHANICAL PLATFORM,ROUTE CONCEALED IN THE WALL.
ROUTE COIL CONDENSATE BY GRAVITY CONCEALED FROM VIEW ABOVE THE
JJJJJJJ s��am� `g' O ti FILITERG AND IN THE WALL TO THE MOP RACK ACCESSIBLE FROM MECHANICAL ON PLATTRFMFlRST FLOOR. INSTALL
RG-1.8"0�_ @ ffff 2. SUPPORT AIR HANDLERS FROM THE MECHANICAL PLATFORMS. INSTALL
J LOUNGE VIBRATION PADS BETWEEN THE SUPPORTS AND THE AIR HANDLERS. INSTALL
3.3 208 FULL THEAI
FLEXIBLE CONNECTORS ON BOTH THE RETURN AND SUPPLY SIDE OF
R HANDLE
fffl Uffrffrfff O 3 MECHANICAL PLATFORM 3. FULL SIZED LINED DUCTWORK.
ABOVE OFFICE 208 4. INSTALL UNED RETURN PLENUM. TAP THE PLENUM ON THE TOP WITH A
ti qTl RADIUSED ELBOW TURNING TO HORIZONTAL ROUTE ABOVE THE AIR HANDLER.
1� 1 2 ONCE THE RETURN AIR IS PAST THE AIR HANDLER,OFFSET TO ALIGN WITH THE
AH 1 SG-1.8"0
1 2 2 LOCATED ON fI1fI1I11I1 170 CFM RETURN AIR DROP INTO THE CHASE.
LOCATED ON O MECHANICAL .� 5. FOR BOTH SUPPLY AND RETURN AIR DUCTS,INSTALL RADIUSD ELBOWS,AND
OFFICE MECHANICAL PLATFORM ,II J�C I ffffffffffffffffff J ROUTE L15"05"DOWN THE CHASE. SEE SHEET M2.1 FOR CONTINUATION.
PLATFORM J��I
206 SG-L B 0 S 0 6. INSTALL WALL EXHAUST CAP WITH BACKDRAFT DAMPER,SEAL WEATHERTIGHT.
190-CFM 170 CFM
% 3 7. INSTALL SCREENED OUTSIDE AIR INTAKE CAP,SEAL WEATHER TIGHT.
8"06
19SG S CFM OFFICE C Oo- 00 8. DUCTWORK ROUTED ABOVE THE T-BAR CEILING.
207 14"ORA 3
O o 8"OSA
----------- 7
HVAC PLAN-SECOND FLOOR
SCALE:1/4"= 1'-0"
O
J O
O LL LL
LL Z
z Z
LU
U
O Q r�
CL
wo Q
z 30
�w U
OSA BALANCE W m " Q
_
OSA BALANCE
SYSTEM CFM SCALE:AS NOTED
AH-1 165 din DATE:
07 19 2022
CITY APPROVED PLANS AH-2 135 din DRAWN BY:
TSM
Reviewed for Code Compliance CHECKED BY:
CRA
PLANS MUST BE ON 10B SITE
FOR ALL INSPECTIONS DC ENGINEERING SHEET
Careful listening.Dynamic solutions. M2.2
.... et dais in-iii.n
208.288.2181 Profect:22HMW02
Page 27 of 97
AIR HANDLER & HEAT PUMP SPLIT SYSTEM SCHEDULE
COOLING HEATING
SUPPLYAIR EXT STATIC OUTSIDE ELECTRICAL-INDOORUNITW/ UNIT
EQUIPMENTNO. AREA SERVED PRESSURE POSITION AHRI ELECTRICAL-OUTDOOR ELECTRICAL-BACKUP HEAT NOTES
(CFM) AIR(CFM) NOMINAL MINIMUM HP CAPACITY- ELEC HEAT
(IN.W.C.) SIZE SEER(ARI) CAPACITY pSTAGES MCA MOCP ARI HSPF MBH@AHRI BACKUP MCA MOCP
MBH VOLT/PH/HZ AMPS AMPS VOLT/PH/HZ ELECTRIC HEAT VOLT/PH/HZ AMPS AMPS MANUFACTURER OUTDOOR MODEL AIR HANDLER MODEL
AH-1/CU-1 1ST FLOOR OFFICES 1200CFM .4" 165 CFM HORIZONTAL 3TON 16.0 35.4MBH 1 208-230/1/60 20.9 35 9.5 34.0 MBH 230/1/60 10 KW 230/1/60 58.5 60 PAYNE 4HP16L36P FB4C_036 1THRU9
AH-2/CU-2 2ND FLOOR OFFICES 16000FM .4" 135 CFM HORIZONTAL I 4TON 1 16.0 46.0 MBH 1 208-230/1/60 25.8 40 9.5 43.0 MBH 230/1/60 15 KW 230/1/60 83.4 90 PAYNE 4HP16L48P FB4C_O48 1THRU9
ALTERNATE MAN UFACTURERS:--BRYANT,LEN NOX,TRAN E,CARRI ER,YORK
NOTES:
**HVAC CONTRACTOR TO VERIFY VOLTAGE ON SITE,VERIFY ALL MICAS&MOCP'S SHOWN,AND VERIFY BACK-UP HEAT CIRCUITRY&BREAKERS.
1.COOLING CAPACITY RATED@ AHRI COOLING CONDITIONS.
2.HEATING CAPACITY BASED ON AHRI CONDITIONS.
3.VERIFY CORRECTAIR HANDLER/COIL ORIENTATION PRIOR TO ORDERING.FURNISH WITH INDOOR TXV KIT.
4.PROVIDE WITH 1"FILTER RACK WITH 1"MERV 8FILTERS.
5.FURNISH WITH A CONDENSATE OVERFLOW SWITCH FOR THE INDOOR COIL.
( PROVI DE 7-DAY PROGRAMMABLE STAT,HONEYWELL TH8320 OR EQUAL.
7.PROVIDE WITH COIL CONDENSATE TRAPPER MANUFACTURER'S REQUIREMENTS.
8.OUTDOOR UNITTO BE SUPPORTED ON MINIMUM 4"TALL PEDESTALS.
9.VERIFY ALL MAUFACTURER'S REQUIRED CLEARANCES PRIOR TO INSTALLATION.
AIR HANDLER/CONDENSING UNIT OPERATION&SETUP:
ALL AIR HANDLERS&CONDENSING UNITS:
A.STARTUP AND CHECKOUT UNITS PER MANUFACTURERS WRITTEN INSTRUCTIONS.PROVIDE A COPY OF THE SIGNED START-UP SHEETTO THE OWNER.
B.P ROVI DE INITIAL THERMOSTAT PROGRAMMING.COORDINATE THE OCCUPIED/UNOCCUPIED SCHEDULE AND TEMPERATURE SET POINTS WITH THE OWNER.FAN TORUN CONTINUOUS DURING OCCUPIED HOURS. �gg\ONAL �
C.INSTALL AND WIRE INA CONDENSATE OVERFLOW SWITCH ON THE INDOOR COILTO SHUTDOWN UNIT ON ACTIVATION. ?�
D.SET OSA MANUAL BALANCING DAMPER MINIMUM POSITION TO OUTSIDE AIR CFM AS SHOWN IN THIS SCHEDULE.REFER TO HVAC SHEETS FOR DAMPER LOCATIONS AND SIZING. �' 86U2 s
N� �O
EXHAUST FAN SCHEDULE
Q7/19/2=
EQUIPMENT E.S.P. MOTOR
SERVES TYPE CFM CONTROL MANUFACTURER MODEL NOTES 111uuu
NO. (IN.WC) WATTS/AMPS HP VOLT/PH/HZ
EF-1 MENS&WOMENS RR'S INLINE 350CFM 0.25" 119W -- 120/1/60 SWITCH WITH FANTECH FG-8 1&2 O
BREAKROOM LIGHTS
EF-2 RR204 CEILING 70 0.25" 11.0W -- 120/1/60 SWITCH WITH ROOM PANASONIC FV-0511VQ1 3
LIGHTS
ALTERNATE MANUFACTURERS:PANASONIC,GREENHECK,COOK,PENNBARRY
NOTES:
1.FURNISH WITH WALL MOUNT BRACKET AND SPEED CONTROL.PROVIDE THE SPEED CONTRALTO THE ELECTRICAL CONTRACTOR TO BE MOUNTED AND WIRED ADIACENTTO THE FAN BY THE ELECTRICAL CONTRACTOR,
COORDINATE WITH THE ELECTRICAL CONTRACTOR.
2.FAN EF-1 TO BE CONTROLLED THROUGH THE BREAK ROOM LIGHTS,TORUN CONTINUOUS DURING OCCUPIED HOURS. FAN TO BE WIRED TO THE BREAK ROOM LIGHTS BY THE ELECTRICAL CONTRACTOR,COORDINATE
WITH THE ELECTRICAL CONTRACTOR.
3.FAN EF-2 TO OPERATE WHENEVER THE RESPECTIVE RESTROOM LIGHTS ARE ON.FAN TO BE WIRED TO THE LIGHTS BY THE ELECTRICAL CONTRACTOR,COORDINATE WITH THE ELECTRICAL CONTRACTOR.
ELECTRIC COVE HEATER SCHEDULE
EQUIPMENT ELECTRICAL NOMINAL WEIGHT
NO AREA SERVED LENGTH (LEIS) MANUFACTURER MODEL NOTES
VOLT/PH/HZ WATTS AMPS
FAN GUARD OUTDOOR UNIT(STANDARD CH-1 WOMENS RR 104 120/1/60 450 3.1 34" 4 QMARK RCC4512C 1,2
OR DUCTLESS TYPES) CH-2 MENS RR 105 120/1/60 450 3.7 34" 4 QMARK RCC4512C 1,2
GRILLE CAN SAMENR
S (2)PANDUITS,ONE ON INNER AND ALTERNATE MANUFACTURERS:BERKO,BRASCH,INDEECO,MARKEL
GRILLE SQUAK ONE ON OUTER LINER,SECURE BANDS NOTES:
WITH SHEET METAL SCREWS,TYP. SUPPLY HAND DAMPER TYP.,UNLESS 1.FURNISH WITH END CAPS AND MOUNTING BRACKET.
A TOP CONNECTIOE SHOWN AT AN ALTERNATE LOCATION OR 2.FURNISH WITH INTEGRAL THERMOSTAT WITH POSITIVE OFF.
GRILLE MAY BE USEDE GRILLE IS SPECIFIED WITH AN OBD p
ALLOWS. GRILLE CANA �y
MINIMUM OF 6"TALLP SUPPORT FLEX DUCT SUPPLY OR RETURN CMD
CON PER SMACNA DUCT PER DRAWING
REFRIGERANT SUCTION PAINT INSIDE CONCRETE P UNE WITH FLEXIBLE CAN'FLK' J
BY GENERAL ELASTOMERIC INSULATION
CONTRACTOR, SIZED PER CODE. FI-P(ER PRIG SIZE FLEX DUCT.MAX. LL J
OR CLADUTE BY HVAC LENGTH 8'-0" UL
CONTRACTOR Z
REFRIGERANT COLLAR TO BE MINIMUM Z
LIQUID LINE T-BAR T-BAR SQUARE NECK OF 3"ABOVE BOTTOM W W
POWER WIRING AND CONDUIT BY CUEING CEILING DIFFUSER OF GRILLE CAN 2
ELECTRICAL CONTRACTOR W W C)
CONTROL CONDUIT BY ELECTRICAL CONTRACTOR. N91E$. O Q o2S
REFER TO ELECTRICAL DRAWINGS.1. ON STANDARD CONDENSING UNITS, 1. WHERE GRILLEIS SPECIFIED AS SQUARE NECK BY THE SCHEDULE,FACTORY ROUND cr W Cn
CONTROL WIRING BY HVAC CONTRACTOR. NECK GRILLE IS NOT ACCEPTABLE. C- W C3 W
2. ON DUCTLESS SPLIT CONDENSING UNITS, 2. THE GRILLE CAN AND FLEX DUCT CONNECTION CRITERIA TO REMAIN THE SAME FOR M W a J
CONTROL WIRING BY ELECTRICAL INSTALLATION OF GYP.BOARD GRILLES AND/OR RETURN AND EXHAUST GRILLES. F 3 ZE D
CONTRACTOR. 3. IF RUNOUT TO THE GRILLE IS LARGER THAN THE GRILLE CAN,INSTALL A REDUCER AT THE Z 0
CONNECTION TO THE GRILLE CAN. J
Q w W W
MMA1 AIN MANUFACTURERS RECOMMENDED CLEARANCE REQUIREMENTS W m - a:2 CONDENSING UNIT DETAIL 1 TYPICAL DIFFUSER CONNECTION DETAIL a 2U)
SCALE:NTS SCALE:NTS
SCALE:
AS NOTED
DATE.,
07 19 2022
DRAWN BY:
CITY APPROVED PLANS TSM
CHECKED BY:
Reviewed for Code Compliance -� CPA
PLANS MUST BE ON JOB SITE
DC ENGINEERING SHEET
FOR ALL INSPECTIONS Carelul listening.Dynamic solutions
. M��O
-d-ineerin.net
208.288.2181 Profect:22HMW0�
Page 28 of 97
22083 Robert Weed Plywood Interior Area Design
`�. June 8, 2022
Colby Ricks
Laughlin Ricks Architecture, LLC
134 3rd Ave E
Twin Falls, ID 83301
Re: Robert Weed Plywood Interior Area Design
Dear Mr.Colby Ricks:
Noesis Engineering Services (NES) has conducted the design for the Robert Weed Plywood Interior Area
Design located at 3351 Eldridge Ave in Twin Falls, ID.
If you have any questions, please contact me at (208) 932-2720.
Respectfully, Digitally signed by David K.Boyter
DN:C=US,
E=dboyter@noesis.us,0="Noesis
BONA( David K. Boyter Engineering Services,PC",
SS N FNC� OU=Engineering,CN=David K.
/ Boyter
mac. S Date:2022.06.0818:39:50-06'00'
10
1 6 676 This document was electronically signed. The digital certificate
is identified on the 1"page of the original file. The original
06/08/2022 document is located at Noesis Engineering Services, PC home
�q��gTF OF �OQy`�� office server under the job number folder/7.0 Original
K g0 Documents.
David Boyter, P.E. Reviewed By: Jake Lucido
NOESIS ENGINEERING SERVICES, P.C.
1712 Cabellaro Dr. Idaho Falls ID 83406
Attached: Design Report and Structural Drawings
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Noesis Engineering Services
Ammon, ID Page 29 of 97 1011
NOESIS ENGINEERING SERVICES, PC
Robert Weed Plywood Interior Area Design —Twin Falls,
ID
Prepared For:
Laughlin Ricks Architecture, LLC
This document was electronically signed. The digital certificate
1 6 6 76 is identified on the 151 page of the original file. The original
06/08/2022 document is located at Noesis Engineering Services, PC home
office server under the job number folder/7.0 Original
OF �y�`� Documents.
K. 8
Prepared By:
David Boyter, P.E.
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Noesis Engineering Services
Ammon, ID Page 30 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
SCOPE:
The scope of this project is to analyze the gravity loads(dead,live)and the lateral loads(seismic)to design the typical bearing wall framing
members, shear wall sheathing and nailing requirements.
DESIGN CRITERIA:
IBC 2018
American Society of Civil Engineers,Standard 7 2016(ASCE-7-16)
American Wood Council,Special Design Provisions for Wind&Seismic 2015(SDPWS)
National Design Specification for Wood Construction 2018(NDS)
American Concrete Institute Building Code Requirements for Structural Concrete ACI 318-14(ACI)
SITE SPECIFIC ASSUMPTIONS
VARIABLES FROM LOCAL BUILDING OFFICIALS:
R
1 3351 Eldridge Ave,0 Twin Falls.ID 83301
Krnbiry C-
This is an existing building,we will be being on the existing 6"slab on grade,the existing slab will be check to see if it passes the code requirement to act as bearing,where it
doesn't a new footing will be required.
Existing Building information from Original Plans:
G. =1,.COR SLAB IN AREA
SMALL BE 6' CONCRT' SLAB ON CRADC
Wni WWF 6x5A!.6xW1.6. SM S-�;ZET
SG-1 'DR S::BGRAH.
REINFORCED CONCRETE
;toss 011sW.SE W0 OR SPEC M- , U XWUY MiLFREMI: STMENMH A' 13 WS FUR ALL
STRI.MR L CONCRETE SK111 BE 25DO Rrs AND NO SMMAL WSPfC)i DtkL BE RUVREII. POMEVDt,
CQM:F? [ FOR SLAM ON GRADE S'eWl 6E PR0FwVrm10NE1) F�M TK MLENT OF CON',.tm MTC
Ltf Vile CO Pc'.VE —RD47; of 4000 ?v mm) PgwoE M'CA1lA ixy Alp SEJNICFJt u Y IK.'JP(1<rv,
IL IM LION:
ALLO4lQU BEAM PAMURE
DEAD PLUS WE (Mn 200D PSF
SoilBearing = 2000 psf Soil Bearing Capacity of the original slab on grade, as installed
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS 1/21
Page 31 of 97
Noesis Engineering Services, Project Number. 22083 DESIGN ENGINEER:
�A11 P.C. Proiect Name: Robert Weed Plywood David Boyter, P.E.
/ � 1712 C2 2720 office Interior Floor Space REVIEWED BY:
1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
I =1.0 Seismic importance factor(ASCE 7-16 Table 1.5-2),based on Risk Category II(ASCE 7-16 Table 1.5-1,C1.5)
Risk=2 Risk Category for ASCE 7-16 Table 1.5-1,C1.5
SiteClass—6 Site Seismic Classification 1=A;2=B;3=B Est;4=C;5=D stiff;6=D Default;7=E,8=F
A - Hard Rock
B - Rock
B - Estimated (see Section 11*31)
C -Very Dense Soil and Soft Rock
D - Stiff S;:I
E - Soft GAY Soil
F -Site Response Analysis
LPPLIED LOADINgM
DL=15 psf Floor dead load
DLceiling—15 psf Ceiling dead load over Office 206 for Equipment Area
DLW=8 psf Interior Partition Wall dead load(ASCE 7-10 Table C3-1)
LL=80 psf Floor live load
LLattics=40 psf Live load above ceiling assumption[over Office 206 for Equipment Area
TABLE IWA IBNMWM UNIFORMLY DISTRIBUTED LPlE LOADS.L,,AND MNMIIAI CONCENTRATED LIVE LOADS'
oOCYMNCY opt vu UNIM" CoNcammTra
IDk1 O�t+dU
12 Oft*
11-1 - above*9 We so RA10
Fie ara owpm route"bt
� Y
I rRom 34 kv6sm anYris .00 9.000
a�bn �0 am
II �
i
CITY APPROVED PLANS
r
Reviewed for Code Compliance
i u PLANS MUST BE ON JOB SITE
j= FOR ALL INSPECTIONS
2/21
Page 32 of 97
Noesis Engineering Services, Project Number. 22083 DESIGN ENGINEER:
�A11 P.C. Proiect Name: Robert Weed Plywood David Boyter, P.E.
`/ � 1712 C2 2720 office Interior Floor Space REVIEWED BY:
�• 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
The second floor space has some'open floor"type space that might be defined as corridors,therefore,80 psf will be assumed for the LL.
SEISMIC INPUTS: -
Seismic Design Requirements for Structural Components ASCE 7-16 and corresponding Seismic(SEA)Design Map attached to this report
Seismic Code=ASCE 7-16
Risk=2 Risk Category for ASCE 7-16 Table 1.5-1,C1.5
SiteClass=6 Site Seismic Classification 1=A;2=B;3=B Est;4=C;5=D stiff,6=D Default;7=
E,8=F
Ie=1 Seismic importance factor(ASCE 7-16 Table 1.5-2),based on Risk Category II(ASCE
7-16 Table 1.5-1,C1.5)
h =18 ft Structural Height.The vertical distance from the base of main floor to the highest level
mean of the seismic force-resisting system of the structure.For pitched or sloped roofs,the
structural height is from the base to the mean roof height
Inputs from ASCE 7:
Ct=0.02 ASCE Table 12.8-2 Approximate Period Parameter for"All other structural systems"
xl=0.75
R=6.5 ASCE 7 Table 12.2-1 Response Modification Coefficient for"Bearing Wall Systems",
"light-frame(wood)walls sheathed with wood structural panels rated for shear
resistance."
92=3 ASCE 7 Table 12.2-1 Over-strength Factor
Cd=4 ASCE 7 Table 12.2-1 Deflection Amplification Factor
p=1 ASCE 7 12.3.4 Redundancy Factor
Inputs from Seismic Design Map report(see attached):
SS=0.194 SEA Design Maps
S I=0.082 SEA Design Maps
SDS=0.207 SEA Design Maps
SDC=B Seismic Design Category Maps Short Period Response Acceleration
Fa=1.6 SEA Design Maps
Fv=2.4 SEA Design Maps
TL=6 SEA Design Maps
Calm
SKIS=Fa*SS=0.310 ASCE 7:16 Equation 11.4-1 Spectral Response Acceleration Parameter for Short Periods
SMI=Fv*Sl=0.197 ASCE 7:16 Equation 11.4-2 Spectral Response Acceleration Parameter for 1 Sec
2
SDl *SMl—0.13 ASCE 7:16 Equation 11.4-4 Spectral Response Acceleration Parameter for 1 Sec
3
* hmean)<xl)
T=Ct 1 s=0.175 s Approximate Fundamental Period
1 ft
SDS
CSTYP= R =0.032 Seismic Response Coefficient Equation 12.8-2 ASCE 7 Chapter 12
I CITY APPROVED PLANS
e Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
3/21
Page 33 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
1/ P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
` /� 1712 C bellar office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Need not exceed:
SDI
CSMaxl T R =0.115 eq 12.8-3
is * I
Need not exceed:
SDI
CSMax2 T =0.115 eq 12.8-4
Is- * IRe
Shall not be less than:
CSMinl—0.044*SDS*Ie=0.0091 eq 12.8-5
Shall not be less than,if S1 >0.6: S1 =0.082
0.5 *S1
CSMinl =0.0063 eq 12.8-5
R
I
e
Cs2=CSTyp-0.032
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
4/21
Page 34 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
208-932-2720 office` Interior Floor Space REVIEWED BY:� 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
FOUNDATION - FOOTING SIZING: MM
LUNCH—;L l U01INLSIAW-LE
REIYFORC NGCROSS-WISE I REINFORCING LENGTHIMISE 'ZE4%C•N J!LD
U:AGF: A MARK WMII i.'.NGTII nrPTH •w
No. 31Y� LEPIGIH SFS.L'Eidi?I lea. S1I! L3:NC2'•t1 57ALI!rG � ��O'L'
R„ 1C., 7 .14 1 7 =Q r 04 r
44 F-T Ll 2 04 11,11 CCt 1,05:R
COW NIN SHALL APPLY IURCt FS7.0 7'1)" 7•fl" M, 1 314 1'6' 3 rld 1'-S' rQ 4,RRR I R
11J Cl hYf k l f NI M;OTi ICR74:Sr _S7.75 V.3.4 1-a'3 134 =LZ I rr4 ?'-4' rE. :,R7�,
NOTED 6S2.S c"'•5" c•ti" la" 3 IF1 7'..r so 3 u:? EQ 7.6,00 LB
2.0., 1E., 3 44 3' SQ :; a4 a " EQ �A7S'_B
---------I..............................- ----------------...........•••••••...
rss-p ;q• ;0• LC-' < wi 2•W _U 4 04 :`_V L,Q 1D,:�Cx710
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f' Fa410 11.0„. ,1.0„ 10". 5 :..#4 a G' tiO.... ..5 #n....� y EQ 1 401.6
•-..
^a.-:- .=`?•._ :7-' ._ .25 .f,•�, ,1.•3., 1C .. . $ #A 3.--1 co I .5.. ..Xt 3`5' EQ 21,�r5i8_-
ii .. �ePTH ---......---.... ........................- -......-- -----..-.._... ......
................
FSd.S Y•S" 1'•6" 1T' S n5 a-0 5 05 ;'9' EQ i!.: L8
F57.75 d'7'. ....1._3.,.... .....1_... S....._....45.. ...�j.... _Q .5.... .-'05... '; E .. .. ''^7s 18....
V..
FSS.D +'a 5'-0" 12" 5 kS.. ...1 B:.. '�...s..-5 -#5 r tQ 3D h3D L8
_ _ r ............... ....... ._ ......... ....... .. .. ....�... ..........................
. ..... ..._ ...- -...................
S-3" 5'•a"' 12.' 5 •S 9.-3' EQ 1 5 .... #� _ EQ 33.075 Lb
�q ... ...... ..... ......................r ... .. .. .. .
FSS-s S'-v' S'•61 12" 5 11S 5'-7 EL1 S EC 3t,,04L$
F55.75 s'-9" 5'-9" 111" d a5 -3' EO I G os 5'•B' EQ 39,617S LB
FSG.0 V-0" 6,1011 11".. a k5 'a•'-b' Eq... G #s 7.0' •EQ, 43,Iro LB
I
I
1A'ALL,'6R{OLUL•?NI5MALL .... FC1.3 _'1" CUNT 3" 1 ;y4 i.S, 22"O.C. I 7 AA CDLT EQ :bCe.ID!FT
0 KUL sN CLN:ILK FC1.5 11•O" COW 1.v �12"O.C. � 7 44 MINT EQ 200LBJfT
EJIVLCwS E?TNERWISENO-ED FC1.75 1`-9" CANT S" 1 :S 1*-3' 12'O.C', 1 2 #4 CDLT EQ LAM.LB!FT
.. .. .. ..... ... ..:.... .._ .. ... .....
FC2_0 V•0 CONT 8" 44 i-v 12 DC 7 ' tt� VONT EQ a,70DLBJFr
tE1No5woIG -. FC2.25 2=_"" CONT 1C'.... 2 ...u5 ...1-3'.. ...12'O,C. 2 #4 COLT EQ 3.CCCLBJFT
fTEiS54\'ISf i:.,.. - REINFORCING ff . .........
I'-1 F67.5 .'.'-6" ..r. :IT. ••••1C'••• •••1 ....... .....2--O' D.G. 2 COLT rQ ..3G4'LBJFr
...•. � ... .......,.J - [ANY__ - -le ___ 1, AS 2...............3 2'.O.C. ..: 114 C'nL7 rC; 3.7CC LB;
.... !E
_. V-R"--- -(:A14Y.. ....12.. .....1.......A„_.2. �.D L 2---......`�.........cw,T..--------r.(]..-.. ...- 4CCLB:FT...
U Fr1 B
'.. •` F%:1.75 7'-:i" CfH�T 17' 2 M` ..2•3 22'Q.C. 2 ...1k4 Cn1N '. ..rQ A.3CC'LB!FT
,.,
...... ... ....... . .........7
.. '- rCT�. I'..." CANT t� _ n5 3-?' 1� O.C- 1 2 R,L CC7LT ...G ....GCCLBJFC
-....................... ............. ........ .......-...................................................................................
1. Ctlk!F-P r VR,N:-:T1vi:)=cwiritrIP AT 7K;AYs M'A.IL 7r 7,CC?C M:
2. PCACFALE. 0011N.REIN£ORCI'!S INTHE L.C•TTOLa1 UFTHF.=OOTING 1:'fCN 3"Gk.EA1!COtiCtET"COVER{UNOj-
3. ?OI•RE:N-OKCiNC.WaE�EOCC:EKS.SNAL'KC�L0.CEGi1JTrIiTG�f UFTi:'EF`JOT17iLi1'isTN2••'if11%L.UPf.CONCRI-ECYJVfR
it EUU1!Wh;Alit LAX1 K-101.E-1LU,Ee3C:1�M:iS SN.^.L BC b"1U11C:t:N�l!.0 l�::DeR T'r1.aa S.n_rs.;lrll-
S. srr GrNrI14STRUMURAL NOTP;t0R AC101-nnNAL 9fQuIR?P4r47:.
6. SOME SCHMUEDFOOT1ta155PAAY NOT SE WED,SE-FOOTINGA&VFCUNDAT:ONP LAN FU..FOOTIN(GMARK$.
r. ?HIS SLI+LM.6A$$U*16A$Vsl+lA.-UNG511105UkkUP UU0P5F
R. INrOSA4 ATION P",VLOCO HCRr:S 0MCMD Bti IMS AND MAY ONLY BE L 10 BY ICR104SION.
9. TI-ILS W..F:rDU:.r WAS AnOP"rn AS PARTO£NrS STANOAROS;N IMv7C1,1;F1JI i.CAI CIA ATIEON PACKAG--.ON fit r IN kri MAIN*mcr.
FC1.3=1800 plf FC1.5=2000 plf FC1.75=2400 plf
FC2.0=2700 plf FC2.25=3000 plf FC2.5=3300 plf FC2.75=3700 plf
FC3.0=4000 plf FC3.25=4300 plf FC3.5=4600 plf
FS1.5=2700 lbf FS1.75=3675 lbf FS2.0=4800 lbf FS2.25=6075 lbf
FS2.5=7500 IV FS2.75=9075 lbf FS3.0=10800 IV FS3.25=12675 1bf
FS3.5=14700 IV FS3.75=16875 lbf FS4.0=19200 lbf FS4.25=21675 lbf
FS4.5=24300 lbf FS4.75=27075 1bf FS5.0=30000 IV FS5.25=33075 lbf
FS5.5=36300 IV FS5.75=39675 lbf FS6.0=43200 lbf
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS 5/21
Page 35 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
�
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/ � 208-932-2720 office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Slab on Grade Capacitk
Per IBC 1906.1 a foundation may be less then 10" per the following
006.1 Scope.
The dosryn aril construction of stnictural plain concroto, both cast-in-place and reocast,snill compty wrth tho minimum roqurrornonts of ACI 318.as modihod
i r Section 1905.
Exception: For Group R•3 occupancies and bt0dings of other occupancies less than two stories above grade plane of light-trarne oonstruction, tie
required footing thickness of ACI 318 is permitted to be reduoed to 6 inches 4152 mm). prorided that the footing does nol extend mare than 4 inones 1102
mm)on ether side of the supported well.
Capacity6inSlab2x4Wall - SoilBearing *(4 in + 3.5 in + 4 in)= 1916.667 plf requires 2x4 wall
Capacity6inSlab2x6Wall - SoilBearing *(4 in + 5.5 in + 4 in) = 2250 plf requires 2x6 wall
Capacity6inSlab2x8Wall = SoilBearing *(4 in + 7.25 in + 4 in)= 2541.667 plf requires 2x8 wall
Capacity One2x6Spot =SoilBearing *(4 in + 5.5 in + 4 in)* (4 in + 1 * 1.5 in + 4 in) = 1781.25 Ibf
requires (1)2x6 post
CapacityTwo2x6Spot= SoilBearing *(4 in + 5.5 in + 4 in)*(4 in + 2 * 1.5 in + 4 in) = 2062.5 Ibf
requires (2)2x6 post
CapacityThree2x6Spot = SoilBearing *(4 in + 5.5 in + 4 in)*(4 in + 3 * 1.5 in + 4 in) = 2343.75 Ibf
requires (3)2x6 post
CapacityFour2x6Spot1 = SoilBearing * (4 in + 5.5 in + 4 in) *(4 in + 4* 1.5 in + 4 in)= 2625 Ibf
requires (4)2x6 post
CapacityFive2x6Spot= SoilBearing *(4 in + 5.5 in + 4 in)*(4 in+ 5 * 1.5 in + 4 in)= 2906.25 Ibf
requires (5)2x6 post
CapacitySix2x6Spot = SoilBearing * (4 in + 5.5 in + 4 in) *(4 in + 6 * 1.5 in + 4 in) = 3187.5 Ibf
requires (6)2x6 post
Capacity Seven2x6Spot = SoilBearing* (4 in + 5.5 in + 4 in) *(4 in + 7 * 1.5 in + 4 in)= 3468.75 Ibf
requires (7)2x6 post
CapacityEight2x6Spot - SoilBearing*(4 in + 5.5 in + 4 in) *(4 in + 8 * 1.5 in +4 in)= 3750 Ibf
requires (8)2x6 post
Capacity =Nine2x6Spot SoilBearing *(4 in + 5.5 in + 4 in)*(4 in + 9* 1.5 in + 4 in) = 4031.25 Ibf
requires (9)2x6 post
CapacityTen2x6Spot= SoilBearing *(4 in + 5.5 in + 4 in)*(4 in + 10 * 1.5 in + 4 in)= 4312.5 Ibf
requires (10)2x6 post
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
6/21
Page 36 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
1712 C bellar office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Floor Joist Design:
if
The longest span covers mostly the office and restroom areas with part of the corridor
in front of the restroom. The LL could be reduced to the reflect the percentage of area of corridor vs office/restroom area. However,the
higher LL will be used but a code min deflection will be accepted.
FORTE W E B ��kojl 6 PASSED
i plece(s)11 7.2"TJIF)360 @ 16"OC
o..ot t«+3rn 1r t-
i
k 164
l
r
0
::at,ons are"aas,.red ho•t e!Y outsee bee d Wt s,to+o^.for tat u•uewellal.Aldewsars are pwz:rn
Swan peal
Design Rpueb Ate/al Q Laeatien AYt+eed Rein LOF Load-[etesie~fPablM Jost
ue—tw itawr r(to low 0 1B 01:. t000(1'0--. peaaeif t 0: 1:0.10 L Al Sw Il Eua•Q k."
Shell'M. lose a it 0 IT 'M ?based(42%) 105 1:0.1.0 L?At SW*i C.O'nTWw
Sue•0:ode )B::ott
LorMrt IF-4t g, 43N @ i ar alto passed f'OTL) 10o 1:0.10 L W spar$) weq^+vrf+oeocvr
-.*;.Odd D*A�P) 0 4310 ft a- a sss passed tLVS1) — 1:0.1.0 L At Spinal
T"Load Deg w 0412 G$a- a KID %ased-L3Wi — 1.0 D.1.0 L OA Spero)
T}-ro-Racn3 a! e0 ►»sad
Cod rleelot:Somoon Strong-Tit O
Support Seat LenW Top Festaners Fes*Fntmers Nemtw Fasw•ti•s Aeeasser"
.-4pladcrtMarw :23".11 88 V ::C' 1-10dz•.5 .-xt� ,•'s•.
F)Nr b MrrssWwr foul Yd rsoxwo top"rrJAMW and use el al 1
Vert"LCod Loca¢on Swc"G N- d (Leer Floor corm mi;
1-vift fps#) 0::" t' le, is: so: 004utcorrrrena .:a,:
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
7/21
Page 37 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
1712 C bellar office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Ceiling Joist Design:
Assuming 14ft span over Office 206 with 15psf dead load,40 psf live load and 300 lbf of dead point load mid span. Discussion with LRA
stated that MECH equipment will be approx.two 300 lbf unit. This analysis assumed worst case of 300 lbf per joist. When sizing beam the
full (2)x 300 lbf will be directly applied over the beams.
:IFORTEWEB ,t.* �,—, A; Pass�D
1 plece(s)11 7r6"TJ16110 A 16"0C
0400 L400%f u r
� u
o c
4t*trj-w a av reaw-ad*v"Te cva Oa-ace of Wt a.+Peo.I or Un.ar eft rer erW N eaws.<na are pox [
Design Rpultt Actual 0 Lo"Soe Us as Rtsult LIN Lost C 'on 011~%) syslb� root
Menw TIve loot
wo"ber gesacn fDe) gel o 14 3 t.Y 0101 f 707 Pssaeo(73%) 100 10 0-1.0 L W Seen) s.aCnp Vli
St1w(%4 000 @ 3•? t000 c»foo 14^) 100 10 0.19 L IN Stseq C*Tf"ns
ew0r0 coot ec 20f3
%form t iTsis l it7t Q'- 3100 es►se0(91%) 100 10 0.10 L W sttnl Do"?MvAosNVf
L"Lo"DO C 2.1 0 r 0 400 c asseo 11414) - 10 D.1 0 L(4t Swn) f•W
afMON etN O 'i
Tcts:cad'-Wm - 040107 0 TOs isased a,e16, - 10 0-I L IAa Seen!
connecoor.Simpson Strong-T)e0
S.Ptott feat lager T*9 FatM•as Fate Fastt•trs Mert+tp FasteAws Aottssents
TOO udPt"nee rrs111.1133 V 200• a.t0tx'! :.,Ca•.•5 2-S". N'3'4
aW ab+up%oamrw oars ab r•srr cs0+s fir ydpe•rluar 'ane sse of la aorredeas
VtrpOsl LoK t LocAte" Soeang Otjl Floor( C*m"Or is
1-LVA"IPSFI 0 to a 7 4" !C 400 NO&-e.:ad
I-Poet ID I IMA <A7
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
8/21
Page 38 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Footing Check for Bearing Walls:
Max Wall Load
16.5 ft 17.25 ft
TribmaxWall + = 16.875 ft
2 2
Demand maxWall =TribmaxWall *(DL+ LL)= 1603.125 plf
Demand maxWall
= 0.712
Capacity6inSlab2x6Wall
The 2x6 walls shown on the ARCH drawings pass the bearing test for these loads with the existing slab on grade
acting as the foundation per IBC 1906.1
Beams and Columns:
n
1
i
� 5
T�-
I �
i \
I..._........................
..................................;....................... ........................................................_...............................................
J
Second floor framing plan
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
9/21
Page 39 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
�
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/ � 208-932-2720 office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam B
Beam lengthB—8.5 ft
11.5 ft
TribfloorB =5.75 ft
2
0 ft
TribceilingB 2 =0 ft
TribAbvWal1B—8 ft
DLB= TribfloorB* DL+TribceilingB *DLceiling+TribAbvWallB *DLw=150.25 plf
LLB=TribfloorB *LL +TribceilingB *LLattics—460 plf
6,y
m 9
J
Q
U �
h
m
32C3 8 .1788 8 JO
U
3203 8 788 8
DemandBfooting— 3203.8 lbf
CapacityBfooting—CapacitySeven2x6Spot—3468.75 lbf
Demand Bfooting
=0.924
CapacityBfooting
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
10/21
Page 40 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam C
Beam lengthC—5.5 ft
11.5 ft
TribfloorC =5.75 ft
2
TribceilingC—0 ft
TribAbvWa11C—8 ft
DLC= TribfloorC* DL+TribceilingC*DLceiling+TribAbvWal1C *DLw=150.25 plf
LLC=TribfloorC *LL +TribceilingC*LLattics —460 plf
Quo
u
N
V
tb792/ItJ2
a182:t•32
DemandCfooting— 1678.2 lbf
Capacity Cfooting—CapacityTwo2x6Spot—2062.5 lbf
Demand
Cfooting
=0.814
CapacityCfooting
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
11/21
Page 41 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam D,this is a check on the non-bearing wall load above on the joist
Dead load assumed to be 15 psf
Live load assumed to be office live load of 50 psf
8 ft*DLw—64 plf Wall Above load
ORT
FORTEWEB avJowIE eads...a PASSED
1 pwcMs)11 Mr TJ►V 360 @ 16'OC
Ow liw'yM 1T 1'
0
O
::ax+s an-18s✓t0 law 014 0,h4t bK*N M 5.000'•I or OR ca tstw.sa;.Al aVwsa+s vt pv%nrlal
De$W ReMft AM&]a Locahon Alaoar00 Mavt LOF Loa*Caroleas*a lcaturnl
we"te,'Pt» :sat
We.-W at#="06) IM o a 1.7 IN":7 N-1 easwo 1*%) 109 10 0.t 0 L tAl:wnu 6.0•0 uw
:rya ay 1:43 Q O 1.7 ':0 vuwo(T3%) 100 10 0.1 0 L AI:parn co--&w
B:OrQ C40t 6C M S
uc-4m rRia) 53310 8 1 1,7 Ol{0 1204w0116%) too 10 0.10 L W Sw o, C-p-yt toftiap
-.s LW DM io? 0276 0 8 8 T7 C 666 Fassw 10n) - 1 0 D-1.O 11AI Swd, AM
T"L4a0 Dt11(in) 0021 0 8 11.7 C 133 Pa"W(U= - 10 0-10 L W Sw o.
T}-Pn0"Aatau3 11 IJ Oa"" -
f,Wl"ILotods lotato- Spatoo Its Cm~ts
401091
JAMt ;;V) ov 1 'O ISO
-JrAx"SiLF) D t2'`1 .,A 040
The typical floor joist passes with the office live load,this would be the yellow walls below,the green wall has a beam to support the mech
loads above office 206
CITY APPROVED PLANS
t —- .....................
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
i
FOR ALL INSPECTIONS
12/21
Page 42 of 97
Noesis Engineering Services, Project Number. 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter, P.E.
208-932-2720 office Interior Floor Space
1712 Cabellaro Dr. REVIEWED BY:
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam F
Beam lengthF— 11.5 ft
TribfloorF— 16 in
12.75 ft
TribceilingF 2 =6.375 ft
TribAbvWal1F—8 ft
DLF=TribfloorF* DL+TribceilingF* DLceiling+TribAbvWallF* DLw= 179.625 plf
LLF=TribfloorF*LL+TribceilingF* LLattics=361.667 plf
Discussion with LRA stated that MECH equipment will be approx.two 300 lbf unit. This analysis assumed worst case the full(2)x 300 lbf
will be directly applied over the beam,at 113 and 2.13 location Points loads.
u �c
v
34154,'..n-o
N
0
tSi9t 7 i 2)W•
Demand Hooting—3415.4 lbf
CapacityFfooting—CapacitySeven2x6Spot—3468.75 lbf
DemandFfooting
=0.985
CapacityFfooting
k'wl Jam Ayes Nm&.Wm W f s1••ers AMftdk us&*Ad"Tt
".I W&I -
61te N� 8 M N' N M A N•d'r I lrl Rl M SAW
n53SbJ11.11M • — 3% 11% 2 1Ne "91"13 — 120 SAO 1,3M61I.M 1 1.1N
MUMS • • • — M 11% 2% 2% AP01620% 00148- t65 1.b?S'SAM I INS
i 21S INC 2.Iq 2.116 2.W$
• • • — 3% 11% 3 2% pA0.152a3K 000. 2% 01S 3% US
• • • 3% 11% 3 2% 11pOW93101 0014C 411S i72M 40ma
3%K11 untse • • • • M 11% 3% 3 QZ0.162e3N 110c.162 1 WS SAIS S,Na I Siin
POP]56..11a15 . . :' m 5%r30 2% 2% 1(,a1W.21e MOW, 10M6 US I US zx:
11WV3SMIbltgf • • • % 3% 111 3 2% a1Q:31i i1aoul .!W iMMb 4TW-I aaeo CITY APPROVED PLANS
NARf ws-ftfi . . . . As 61r32 a141 2% tL2�01M2e3K(IQMx1 as GM Un I SAM M1
MGli1N.1tf7S • — 9M. N033 0 2% 1141161A IblNia ,ALSO — — — 1ai:. Reviewed for Code Compliance
IIGlIV3 611 • • • i 3% 11% 0 1 2% am O 1Q a 3K Ip a tM.' 1.t2o w SM3 O.IR► 114a0 awl
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
13/21
Page 43 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
�
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/ � 208-932-2720 office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam G(BOTH G BEAMS)
BeamlcngthG—25 ft
11.5 ft 11.5 ft
TribfloorG + = 11.5 ft
2 2
TribceilingG=0 ft
TribAbvWal1G=0 ft
LL=80 psf
DLG=TribfloorG *DL+TribceilingG*DLceiling+ TribAbvWal1G*DLW= 172.5 plf
LLG=TribfloorG* LL+TribceilingG * LL attics—920 plf
o`� q
)115�:•7.15�
� )G2�7i/l
O
O O
t]ES6V2062
Iwo Tirm•
•
O
Demand Gfooting— 15430.2 lbf
CapacityGfooting—FS3.75= 16875 lbf
Demand Gfooting
0.914
CapacityGfooting
1.33ft * 6ft*2000psf=15960lbf CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
14/21
Page 44 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam H
Beam lengthH—5 ft
16 in 16.5 ft
TribfloorH + 8111lin
2 2
TribceilingH—0 ft
TribAbvWa11H—0 ft
DLH=TribfloorH *DL+TribceilingH*DLceiling+ TribAbvWa1lH*DLW= 133.75 plf
LLH=TribfloorH* LL+TribceilingH *LLattics=713.333 plf
Demand Hfooting—2117.7 lbf
CapacityHfooting—CapacityThree2x6Spot— 2343.75 lbf
DemandHfooting
= 0.904
CapacityHfooting
ti
01
J �
U+ 0
N
J
U
2117,71334 4
2117.7 r 334.4
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
15/21
Page 45 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/`�� 208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam I
BeamlengthI—5 ft
5.5 ft 16 in
TribfloorI + =3ft 5in
2 2
TribceilingI= 0 ft
TribAbvWalll=0 ft
DLI=TribfloorI *DL+TribceilingI* DLceiling+TribAbvWaIII* DLw=51.25 plf
LLI=Tribfloorl*LL +TribceilingI *LLattics=273.333 plf
Demand Hooting—811.5 lbf
Capacityftooting—CapacityOne2x6Spot= 1781.25 lbf
Demand
Ifooting
=0.456
CapacityIfooting
M Pr
sip
V N
J
0
V
811.51128.1
811.5/128.1
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16/21
Page 46 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
�
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/ � 208-932-2720 office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam J
Beam lengthJ— 5 ft
TribfloorJ—0 ft
5 ft 6.5 ft
TribceilingJ 2 + 5.75 ft
2 =
TribAbvWal1J—0 ft
DLJ=TribfloorJ*DL+TribceilingJ *DLceiling+TribAbvWallJ* DLw=86.25 plf
LLJ=TribfloorJ *LL+TribceilingJ*LLattics —230 plf
g
O
J
7006:2156 O
790.6 1215.E
DemandJfooting—790.6 lbf
Capacity Hooting—CapacityOne2x6Spot— 1781.25 lbf
DemandJfooting
=0.444
CapacityJfooting
CITY APPROVED PLANS
Reviewed for Code Compliance
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17/21
Page 47 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
�
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
tj/ � 208-932-2720 office Interior Floor Space REVIEWED BY:
�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Loading and Assumptions for Beam K
Beam lengthK—5 ft
TribfloorK—0 ft
5 ft 9.25 ft
TribceilingK 2 + 7.125 ft
2 =
TribAbvWallK—0 ft
DLK=TribfloorK *DL+TribceilingK*DLceiling+ TribAbvWal1K*DLW= 106.875 plf
LLK=TribfloorK* LL+TribceilingK*LLattics=285 plf
Demand Kfooting—980 lbf
CapacityKfooting— Capacity0ne2x6Spot— 1781.25 lbf
DemandKfooting
= 0.550
Cs111;cc'ily
ASUUli1i�
J �t
O
U �
Y
979.71267
U
979712672
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
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18/21
Page 48 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
1 P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
� 208-932-2720 office 1712 Cabellaro Dr. Interior Floor Space REVIEWED BY:
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Member Shape Code Check LoclRl LC Shear Check Loc[R) Dig LC
8M B 2475X11.875FS OAS 5.25 5 OA06 10.5 y 5
COL B 1 7.2X6 0.068 10 5 0 10 5
COL 8 2 7.2X6 0.068 10 5 0 10 5
8MC 1.75X11.875FS 0.273 2?5 5 OA25 5.5 5
COL C 1 2-2X6 0.592 10 5 0 10 5
COL C 2 2-2X6 0.592 10 5 0 10 _ 5
COL F 7-2X6 0 073 i C 5 0 10 _ 5
BM H 1.75X11,875FS 0.311 2.5 5 0.536 5 5
COL H 1 3.2X6 0.239 10 5 0 10 _ 5
COL H 2 3.2X6 U39 10 5 0 10 5
SM F 2.1.75X 1 1.875FS 0.578 575 5 OA65 0 y 5
COL I t 2X6 0121 10 5 0 10 _ 5
COL12 2X6 0121 tc 5 0 10 5
BM I 1.75X14FS 0.087 2.5 5 0.174 5 5
COL. I 2X6 0.334 5 5 0 5 _ 5
COL.2 2X6 0.334 5 5 0 5 _ 5
BM 1 2X12 0.429 2.5 5 0.39 5 5
COL K 1 20 OA14 5 5 0 5 5
COL K 2 2X6 0.414 5 5 0 5 5
EM K 2X12 0.531 2.5 S OA84 S y 5
Member Shape Code Check Loc(kl LC Sheer Check Loc(ft) Dir LC
COLG 1 HSS4X4X4 0.241 10 5 0 10 y 5
COL G 2 HSS4X4X4 0.239 10 5 0 10 y 5
BAI G W12X72 0.421 13.021 5 0.1-6 25 y 5
COL G 4 HSS4X4X4 0.213 10 5 0 10 y 5
COL G 3 HSS4X4X4 0.213 10 5 0 10 y 5
BM G RIGHT W12X72 0.347 12.5 5 0.129 25 y 5
Beam D"n Ruie Span De11(Inl RaW LC Defl[in] Rahn LC DeA(in) Ratio LC
BM B Typcal 1 -0.044 2845 1(DL) -0.136 929 2(LL) -0.18 700 3(DL-LL)
8M C Typcil 1 -0.007 98" 1(DL) -042 3233 2(LL) -0.027 2437 310L-LL)
BM H Tjpcal 1 0 NC 1(DL) -0A22 2775 2(LL) -0A26 2337 3(DL-LL)
BM F Typrcal 1 -0.106 1296 1(Du -0.153 899 2(LL) -026 531 3(DL-LL)
BAI G Typco 1 -0.169 1774 1(OL) -0.691 433 2(LL) -0.861 30 310L-11)
BM I Tjpcal 1 0 NC 1(CL) 0 NC 2(LL) -0.006 9994 3(DL-LL)
BM 1 Tjpcal 0 NC 1(CL) -0.011 5282 2(LL) -0016 3641 3(DL-LL)
BM K Tjpcai 1 0 NC 1(CL) •0.014 4Z63 2(11I •0.019 3100 3(DL•LL)
BM G RGHT T)pcal 1 •0.109 2740 1(CL) -0.584 513 2(LL) -0.693 A32 31DL•LU
CITY APPROVED PLANS
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Page 49 of 97
Noesis Engineering Services, Project Number. 22083 DESIGN ENGINEER:
P.C.
�I Proiect Name: Robert Weed Plywood David Boyter, P.E.
�� 208-932-2720 office� Interior Floor Space
REVIEWED BY:. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
LATERAL DESIGN:
The existing building protects these interior walls from wind forces,the main lateral forces to be designed for shall be the seismic forces.
Area 2nd= 1980 ft2 Area of the 2nd floor area
AreaMech206— 132 ft2 Area over office 206 where the Mech equipment will be located(two 300 lbf)
Length I st interiorWalls— 6.25 ft* 2+ 25.5 ft* 4+20.5 ft* 3+ 10.5 ft* 5+ 32.25 ft*2+5 5.7 5 ft*2=404.5 ft
Length of 1 st floor walls
Heigthl st=9.5 ft Height of the 1 st floor walls
Length2stinteriorWalls— 2 6.7 5 ft* 1 +32.25 ft*3 +5 5.7 5 ft* 2+25 ft* 4+ 21 ft* 3= 398 ft
Length of 2nd floor walls
Heigth2st=9.5 ft Height of the 2nd floor walls
W=(Area2nd* DL+AreaMech206*DLceiling+(Lengthl stinteriorWalls* '5 *Heigthl st+Heigth2st*Length2stinteriorWalls) *DL)
= 117215.625 lbf
Lateral2ndFloorDia=W* Cs2=3732.867 lbf
Demand lateral=Lateral2ndFloorDia= 3732.867 lbf Required Shear
Capacitygyp812No6 2 120 plf =60 plf Capacity of 1/2"Gypsum shear walls with No 6 screws(1 1/4")@ 8"O.C.edge 12" field
Capacity=Capacitygyp812No6 *(51 + 15.5+32.5+ 12+26.75+51)ft= 11325 lbf
Demand lateral
=Capacity 0.330 The amount of walls that will be covered with Gypsum passes the required shear capacity by 3x,no
additional shear walls are require.
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20/21
Page 50 of 97
Noesis Engineering Services, Project Number: 22083 DESIGN ENGINEER:
P.C. Project Name: Robert Weed Plywood David Boyter,P.E.
208-932-2720 office Interior Floor Space REVIEWED BY:
`�. 1712 Cabellaro Dr.
Ammon, ID 83406 Date: 06/08/2022 Jake Lucido
Strong-Bolt" 2[sign Information Concrete
(.xtcti Mud�xn3 Lot 7 bh=S#uVh Dwo WSW
Ihv Inb sumfV& A 1V M 1% 1% '.K IK '.K 5K SIK
flal llMMa>ifr(IG>uus""11.6111rAQ3118,1/5a1M W)
Skew Skew"0Zt Y� K 9iG I100 I= II= 140) It=
An1i�� I"f /i 0M !W
lLs1Y�r�MFiIlI�rlbW114 Swim IWeAD11&11•e1M0A4
OWdI OYmi [, a 07t ` v3.% :'AO a&7 arw 140
IsSiiMlq l�p�d !� a 1500 IYc 1`,uc ?!� ?SIS ?J50 /500 SJ15 SD00 /500 l000
Aslt a 9aa
IAaafar 070
li I
test bukd I d 's I
22501bf lbf
Capacity anchorbolt =375 — 1/2" dia bolt per 6ft spacing
6 ft ft
Demand anchorbolt—Capacitygypg12No6—60 plf
Demand anchorbolt
=0.16
Capacity anchorbolt
CITY APPROVED PLANS
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21/21
Page 51 of 97
6/3/22,7:02 AM U.S.Seismic Design Maps
OSH PD
3351 Eldridge Ave, Twin Falls, ID 83301, USA
Latitude, Longitude: 42.5414292, -114.4143279
QLippert Components
Krone America 19Alliance Liquid Feeds
Q
Independent Robert Weed Plywood
Meat Distribution
Eldridge Ave Eldridge Ave
Go gle Map data 02022
Date 6/3/2022,7:02:37 AM
Design Code Reference Document ASCE7-16
Risk Category II
Site Class D-Default(See Section 11.4.3)
Type Value Description
Ss 0.194 MCER ground motion.(for 0.2 second period)
St 0.082 MCER ground motion.(for 1.0s period)
SMS 0.31 Site-modified spectral acceleration value
SM1 0.198 Site-modified spectral acceleration value
SIDS 0.207 Numeric seismic design value at 0.2 second SA
SD1 0.132 Numeric seismic design value at 1.0 second SA
Type Value Description
SDC B Seismic design category
Fa 1.6 Site amplification factor at 0.2 second
Fv 2.4 Site amplification factor at 1.0 second
PGA 0.085 MCEG peak ground acceleration
FPGA 1.6 Site amplification factor at PGA
PGAM 0.137 Site modified peak ground acceleration
TL 6 Long-period transition period in seconds
SsRT 0.194 Probabilistic risk-targeted ground motion.(0.2 second)
SsUH 0.211 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration
SsD 1.5 Factored deterministic acceleration value.(0.2 second)
S1 RT 0.082 Probabilistic risk-targeted ground motion.(1.0 second)
S1UH 0.087 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. CITY APPROVED PLANS
S1 D 0.6 Factored deterministic acceleration value.(1.0 second) Reviewed for Code Compliance
PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) PLANS MUST BE ON JOB SITE
CRS 0.919 Mapped value of the risk coefficient at short periods
FOR ALL INSPECTIONS
CR1 0.944 Mapped value of the risk coefficient at a period of 1 s
https://seismicmaps.org Page 52 of 97 1/2
6/3/22,7:02 AM U.S.Seismic Design Maps
DISCLAIMER
While the information presented on this website is believed to be correct,S.E.A.O.C./OSHPD and its sponsors and contributors assume no responsibility or
liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination
and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.SEAOC/OSHPD do not intend that the use of this
information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the
standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website.Users of the information from
this website assume all liability arising from such use.Use of the output of this website does not imply approval by the governing building code bodies responsible
for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website.
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https:Hseismicmaps.org Page 53 of 97 2/2
J r O R T G CM MEMBER REPORT PASSED
Level,CEILING BRACING
1 piece(s)2 x 8 DF No.2 @ 12"OC
Overall Length; 16' 1'
0 0
1 S'6"
❑1 ❑2
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 1 @ 2 1/2" 1434(2.25") Passed(0%) 1.0 D+1.0 L(All Spans) Member Type:Joist
Building Use:Commercial
Shear(Ibs) 1 @ 10 3/4" 1305 Passed(0%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2018
Moment(Ft-Ibs) 3 @ 8'1/2" 1360 Passed(0%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD
Live Load Defl.(in) 0.002 @ 8'1/2" 0.392 Passed(L/999+) 1.0 D+1.0 L(All Spans)
Total Load Defl.(in) 0.002 @ 8'1/2" 1 0.783 1 Passed(L/999+) 1.0 D+1.0 L(All Spans)
TJ-Pro'""Rating N/A N/A N/A N/A
• Deflection criteria:LL(L/480)and TL(L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A 15%increase in the moment capacity has been added to account for repetitive member usage.
•Applicable calculations are based on NDS.
• No composite action between deck and joist was considered in analysis.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-SPF 3.50" 2.25" 1.50" 1 1 1 1/4"Rim Board
2-Stud wall-SPF 3.50" 2.25" 1 1.50" 1 1 1 1/4"Rim Board
•Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed.
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 15'11"o/c
Bottom Edge(Lu) 15'11"o/c
-Maximum allowable bracing intervals based on applied load.
Dead Floor Live
Vertical Load Location(Side) Spacing (0.90) (1.00) Comments
1-Uniform(PSF) 0 to 16'1" 12" 0.1 Default Commercial
Load
Member Notes
SELF WEIGHT BENDING CHECK
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
ForteWEB Software Operator Job Notes 6/6/2022 9:35:00 PM UTC
David Boyter
Noesis Engineering Services ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
(208)932-2720 Aage 54 of 97�
dboyter@noesis.us Ile Name: Robert Weed Plywood
Page 1/ 1
J r O R T G CM MEMBER REPORT PASSED
Level,Ceiling:Joist
1 piece(s)11 7/8"TJ1@ 110 @ 16"OC
Overall Length:14'7"
0 0
14'
0
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof
Member Reaction(Ibs) 661 @ 14'3 1/2" 910(1.75") Passed(73%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Shear(Ibs) 666 @ 3 1/2" 1560 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial
Building Code:IBC 2018
Moment(Ft-Ibs) 2871 @ 7' 3160 Passed(91%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:Aso
Live Load Defl.(in) 0.201 @ 7'3" 0.469 Passed(U843) 1.0 D+1.0 L(All Spans) Member Pitch:0/12
Total Load Defl.(in) 0.407 @ 7' 0.704 Passed(U415) 1.0 D+1.0 L(All Spans)
• Deflection criteria:LL(L/360)and TL(L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 3.50" 3.50" 1.75" 300 387 687 Blocking
2-Hanger on 11 7/8"DF beam 3.50" Hangers 1 1.75"/-z 291 391 682 See note'
•Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger
•s See Connector grid below for additional information and/or requirements.
•z Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 3'3"o/c
Bottom Edge(Lu) 14'4"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Top Mount Hanger ITS1.81/11.88 2.00" 4-10dxl.5 2-10dxl.5 2-Strong-Grip
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Dead Floor Live
Vertical Loads Location Spacing (0.90) (1.00) Comments
1-Uniform(PSF) 0 to 14'7" 16" 15.0 40.0 Default Load
2-Point(lb) 7' N/A 300 -
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
ForteWEB Software Operator Job Notes FOR ALL INSPECTIONS
rc
David Boyter
Noesis Engineering Services ForteWEB v3.2,Engine:V8.2.0.17, Data:V8.1.0.16
(208)932-2720 Aage 55 of 97�
dboyter@noesis.us lle Name: Robert Weed Plywood
Page 1/ 1
J r O R T G CM MEMBER REPORT PASSED
Level, Floor: Joist 16.5ft under wall
1 piece(s) 11 7/8"TJI@ 360 @ 16"OC
Overall Length; 17'5'
0 0
16'6"
❑1 ❑2
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 1296 @ 4 1/2" 1505(3.50") Passed(86%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Shear(Ibs) 1243 @ 5 1/2" 1705 Passed(73%) 1.00 1.0 D+1.0 L(All Spans) Building Use;Commercial
Building Code:IBC 2018
Moment(Ft-Ibs) 5231 @ 8'8 1/2" 6180 Passed(85%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD
Live Load Defl.(in) 0.275 @ 8'8 1/2" 0.556 Passed(L/728) 1.0 D+1.0 L(All Spans)
Total Load Defl.(in) 0.621 @ 8'8 1/2" 1 0.833 1 Passed(L/322) 1.0 D+1.0 L(All Spans)
TJ-Pro'""Rating 48 40 Passed
• Deflection criteria:LL(L/360)and TL(L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down.
•Additional considerations for the TJ-ProTM Rating include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 5.50" 4.25" 2.64" 732 581 1313 1 1/4"Rim Board
2-Stud wall-DF 5.50" 4.25" 1 2.64" 732 581 1313 1 1/4"Rim Board
•Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed.
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 3'10"o/c
Bottom Edge(Lu) 17'3"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Dead Floor Live
Vertical Loads Location Spacing (0.90) (1.00) Comments
1-Uniform(PSF) 0 to 17'5" 16" 15.0 50.0
2-Uniform(PLF) 0 to ITS" N/A 64.0 -
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-parry certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/wGodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
ForteWEB Software Operator Job Notes
,.,,,_7 4:17:40 PM UTC
David Boyter
Noesis Engineering Services ForteWEB v3.2, Engine:V8.2.0.17,Data:V8.1.0.16
(208)932-2720 Aage 56 of 97�
dboyter@noesis.us Ile Name: Robert Weed Plywood
Page 1/ 1
FO R T E'M MEMBER REPORT PASSED
Level,Floor:Joist 16.5ft
1 piece(s)11 7/8"TJ1@ 360 @ 16"OC
Overall Length:17'1"
0 0
16'6"
❑1 20
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor
Member Reaction(Ibs) 1050 @ 16'9 1/2" 1080(1.75") Passed(97%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist
Shear(Ibs) 1050 @ 16'9 1/2" 1705 Passed(62%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial
Building Code:IBC 2018
Moment(Ft-Ibs) 4354 @ 8'6" 6180 Passed(70%) 1.00 1.0 D+1.0 L(All Spans) Design Methodology:ASD
Live Load Defl.(in) 0.431 @ 8'6" 0.553 Passed(L/461) 1.0 D+1.0 L(All Spans)
Total Load Defl.(in) 0.512 @ 8'6" 1 0.829 1 Passed(L/389) 1.0 D+1.0 L(All Spans)
TJ-Pro'""Rating 45 40 Passed
• Deflection criteria:LL(L/360)and TL(L/240).
•Allowed moment does not reflect the adjustment for the beam stability factor.
•A structural analysis of the deck has not been performed.
• Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser EdgeTM Panel(24"Span Rating)that is glued and nailed down.
•Additional considerations for the TJ-ProTM Rating include:None.
Bearing Length Loads to Supports(Ibs)
Supports Total Available Required Dead Floor Live Total Accessories
1-Stud wall-DF 3.50" 2.25" 1.75" 170 907 1077 1 1/4"Rim Board
2-Hanger on 11 7/8"DF beam 3.50" Hangers 1 1.75"/-z 172 916 1088 See note s
•Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed.
•At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger
•s See Connector grid below for additional information and/or requirements.
•z Required Bearing Length/Required Bearing Length with Web Stiffeners
Lateral Bracing Bracing Intervals Comments
Top Edge(Lu) 4'4"o/c
Bottom Edge(Lu) 16'8"o/c
•TJI joists are only analyzed using Maximum Allowable bracing solutions.
-Maximum allowable bracing intervals based on applied load.
Connector:Simpson Strong-Tie
Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories
2-Top Mount Hanger ITS2.37/11.88 2.00" 4-10dxl.5 2-10dxl.5 2-Strong-Grip
•Refer to manufacturer notes and instructions for proper installation and use of all connectors.
CITY APPROVED PLANS
Dead Floor Live
Vertical Load Location Spacing (0.90) (1.00) Comments Reviewedfor Code Compliance
PLANS MUST BE ON 106 SITE
1-Uniform(PSF) 0 to 17'1" 16" 15.0 80.0 Default CommercialLoad
FOR ALL INSPECTIONS
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.Weyerhaeuser expressly disclaims any other warranties
related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is
responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387
and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to
www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by ForteWEB Software Operator
ForteWEB Software Operator Job Notes 6/7/2022 3:26:26 PM UTC
David Boyter
Noesis Engineering Services ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16
(208)932-2720 age 57 of 9-f
dboyter@noesis.us pl;�y,tt. tt Ile Name: Robert Weed Plywood
Page 1/ 1
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Proiect Grid Lines
No Data to Print...
Proiect Grid Arcs
No Data to Print...
Node Coordinates
Label X Ift] Y IN Z ft Detach From Diaphragm
1 N5 0 0 15
2 N6 10.5 0 15
3 N7 10.5 10 15
4 N8 0 10 15
5 N9 0 0 30
6 N10 5.5 0 30
7 N11 5.5 10 30
8 N12 0 10 30
9 N18 21.5 0 60
10 N20 21.5 10 60
11 N21 0 0 75
12 N22 5 0 75
13 N23 0 10 75
14 N24 5 10 75
15 N25 33 10 60
16 N27 33 10 48
17 N28 33 0 48
18 N29 33 10 73
19 N30 33 0 73
20 N31 0 0 90
21 N32 0 10 90
22 N33 5 0 90
23 N34 5 10 90
24 N35 0 0 105
25 N36 0 5 105
26 N37 5 0 105
27 N38 5 5 105
28 N39 0 0 120
29 N40 0 5 120
30 N41 5 0 120
31 N42 5 5 120
32 N43 53 10 48
33 N44 53 0 73
34 N45 53 0 48
35 N46 53 10 73
Node Boundary Conditions
Node Label X k/in Y k/in Z k/in X Rot k-ft/rad Y Rot k-ft/rad Z Rot k-ft/rad
1 N29 Reaction
2 N5 Reaction Reaction Reaction Reaction Reaction Reaction
3 N6 Reaction Reaction Reaction Reaction Reaction Reaction
4 N7 Reaction
5 N8 Reaction Reaction
6 N9 Reaction Reaction Reaction Reaction Reaction Reaction
7 N10 Reaction Reaction Reaction Reaction Reaction Reaction
8 N11 Reaction
9 N12 Reaction Reaction
10 N18 Reaction Reaction Reaction Reaction Reaction Reaction
11 N20 Reaction
12 N21 Reaction Reaction Reaction Reaction Reaction Reaction
13 N22 Reaction Reaction Reaction Reaction Reaction Reaction
14 N23 Reaction Reaction
15 N24 Reaction
16 N27 Reaction Reaction
17 N28 Reaction Reaction Reaction Reaction Reaction Reaction
18 N30 Reaction Reaction Reaction Reaction Reaction Reaction
19 N31 Reaction Reaction Reaction Reaction Reaction Reaction
20 N32 Reaction Reaction
21 N33 Reaction Reaction Reaction Reaction Reaction Reaction
22 N34 Reaction
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
RISA-3D Version 20 [MEMBER MODEL.r3d]
Page 58 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Node Boundary Conditions(Continued)
Node Label X k/in Y k/in Z k/in X Rot k-ft/rad Y Rot k-ft/rad Z Rot k-ft/rad
23 N35 Reaction Reaction Reaction Reaction Reaction Reaction
24 N36 Reaction Reaction
25 N37 Reaction Reaction Reaction Reaction Reaction Reaction
26 N38 Reaction
27 N39 Reaction Reaction Reaction Reaction Reaction Reaction
28 N40 Reaction Reaction
29 N41 Reaction Reaction Reaction Reaction Reaction Reaction
30 N42 Reaction
31 N43 Reaction Reaction
32 N44 Reaction Reaction Reaction Reaction Reaction Reaction
33 N45 Reaction Reaction Reaction Reaction Reaction Reaction
34 N46 Reaction
Hot Rolled Steel Properties
Label E fpsil G si Nu Therm.Coeff.[le"F-11 Density Ib/ft3 Yield fpsil Rv Fu[psi] Rt
1 A992 2.9e+07 1.115e+07 0.3 0.65 490 50000 1.1 65000 1.1
2 A36 Gr.36 2.9e+07 1.115e+07 0.3 0.65 490 36000 1.5 58000 1.2
3 A572 Gr.50 2.9e+07 1.115e+07 0.3 0.65 490 50000 1.1 65000 1.1
4 A500 Gr.B RND 2.9e+07 1.115e+07 0.3 0.65 527 42000 1.4 58000 1.3
5 A500 Gr.B Rect 2.9e+07 1.115e+07 0.3 0.65 527 46000 1.4 58000 1.3
6 A53 Gr.B 2.9e+07 1.115e+07 0.3 0.65 490 35000 1.6 60000 1.2
7 A1085 2.9e+07 1.115e+07 0.3 0.65 490 50000 1.25 65000 1.15
8 A913 Gr.65 2.9e+07 1.115e+07 0.3 0.65 490 65000 1.1 80000 1.1
Cold Formed Steel Properties
Label E si G si Nu Therm.Coeff.NIT DensityIb/ft3 Yield[psi] Fu si
1 A653 SS Gr33 2.95e+07 1.135e+07 0.3 0.65 490 33000 4=0i
2 A653 SS Gr50/1 2.95e+07 1.135e+07 0.3 0.65 490 50000 65000
Wood Properties
Label Type Database Species Grade Cm Ci EmodNu Therm.Coeff. 1 e'OF-11 Density Ib/ft3
1 DF2 Solid Sawn Visually Graded Douglas Fir-Larch No.2 1 0.3 0.3 35
2 SP Solid Sawn Visually Graded Southern Pine No.1 1 0.3 0.3 35
3 HF Solid Sawn Visually Graded Hem-Fir No.1 1 0.3 0.3 35
4 SPF Solid Sawn Visually Graded Spruce-Pine-fir No.1 1 0.3 0.3 35
5 24F-1.8E DF Balanced Glulam NDS Table 5A 24F-1.8E DF BAL na 1 0.3 0.3 35
6 24F-1.8E DF Unbalanced Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 0.3 0.3 35
7 24F-1.8E SP Balanced Glulam NDS Table 5A 24F-1.8E SP BAL na 1 0.3 0.3 35
8 24F-1.8E SP Unbalanced Glulam NDS Table 5A 24F-1.8E SP UNBAL na 1 0.3 0.3 35
9 1.3E-1600F VERSALAM SCL Boise Cascade 1.3E-1600F VERSALAM na 1 0.3 0.3 35
10 1.35E LSL SolidStart SCL Louisiana Pacific 1.35E LSL SolidStart na 1 0.3 0.3 35
11 1.3E RIGIDLAM LVL SCL Roseburg Forest Products 1.3E RIGIDLAM LVL na 1 0.3 0.3 35
12 2.0E DF Parallam PSL SCL TrusJoist 2.0E DF Parallam PSL na 1 0.3 0.3 35
13 LVL PRL 1.5E 2250F Custom N/A LVL PRL 1.5E 2250F na 1 0.3 0.3 35
14 LVL Microlam 1.9E 260OF Custom N/A LVL Microllam 1.9E 260OF na 1 0.3 0.3 35
15 PSL Parallam 2.0E 290OF Custom N/A PSL Parallam 2.0E 290OF na 1 0.3 0.3 35
16 LSL TimberStrand 1.55E 2325F Custom N/A LSL TimberStrand 1.55E 2325F na 1 0.3 0.3 35
Concrete Properties
Label E[psil G rpsii Nu Therm.Coeff.rle"F-11 Densitv[lb/ft3l fc rosil Lambda Flex Steel[psi] Shear Steel rosil
1 Conc3000NW 3.156e+061.372e+06 0.15 0.6 145 3000 1 60000 60000
2 Conc3500NW 3.409e+061.482e+06 0.15 0.6 145 3500 1 60000 60000
3 COnc4000NW 3.644e+061.584e+06 0.15 0.6 145 4000 1 60000 60000
4 Conc3000LW 2.085e+06 9.07e+05 0.15 0.6 109.999 3000 0.75 60000 60000
5 Conc3500LW 2.252e+06 9.79e+05 0.15 0.6 109.999 3500 0.75 60000 60000
6 Conc4000LW 2.408e+061.047e+06 0.15 0.6 109.999 4000 0.75 60000 60000
Masonry Properties
Label E[psi] G[psi] Nu Therm.Coeff. le"F-' Self Weight Ib/ft3 fm si Flex Steel si Shear Steel psi
1 Concrete Matt 1.35e+06 5.4e+05 0.25 0.6 Custom 1500 60000 60000
2 Clay Matt 1.05e+06 4.2e+05 0.25 1 0.6 Custom 1500 60000 60000
3 Gen Mason 1.05e+06 4.2e+05 0.25 0.6 80 1500 60000 60000
CITY APPROVED PLANS
Reviewed for Code C-pli--
RISA-3D Version 20 [MEMBER MODEL.r3d] 2
Page 59 of 97 PLANS MUST ON JOB SITE
FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Aluminum Properties
Label E[psi] G[psi] Nu Therm.Coeff.[1e1*F-'j Density Ib/ft3 Table B.4 kt Ftu[psi]Ft [psi]Fc [psi]Fsu[psi] Ct
1 3003-1-114 1.01e+07 3.788e+06 0.33 1.3 172.8 Table B.4-1 1 19000 16000 13000 12000 141
2 6061-T6 1.01e+07 3.788e+06 0.33 1.3 172.8 Table B.4-2 1 38000 35000 35000 24000 141
3 6063-T5 1.01 a+07 3.788e+06 0.33 1.3 172.8 Table B.4-2 1 22000 16000 16000 13000 141
4 6063-T6 1.01 e+07 3.788e+06 0.33 1.3 172.8 Table B.4-2 1 30000 25000 25000 19000 141
5 5052-1-134 1.02e+07 3.788e+06 0.33 1.3 172.8 Table B.4-1 1 34000 26000 24000 20000 141
6 6061-T6 W 1.01e+07 3.788e+06 0.33 1.3 172.8 Table B.4-1 1 24000 15000 15000 15000 141
Stainless Steel Properties
Label E si G rr)sii Nu Therm.Coeff.[le"IF"I Density Ib/fta n Yield si Fu si
1 A276 S316 2.8e+07 1.078e+07 0.3 0.93 500 5.6 1 30000 1 75000
2 A276 S321 I 2.9e+07 I 1.117e+07 1 0.3 1 0.73 480 5.6 65000 99
3 A276 S304 I 2.8e+07 I 1.078e+07 1 0.3 1 0.93 490 5.6 30000 75000
General Materials Properties
Label E[psi] G[psi] Nu Therm.Coeff. ley°F-' Density Ib/ft' Plate Methodology
1 gen Conc3NW 3.155e+6 1.372e+06 0.15 0.6 145 Isotropic
2 gen Conc4NW 3.644e+6 1.584e+06 0.15 0.6 145 Isotropic
3 gen Conc3LW 2.085e+6 9.06e+05 0.15 0.6 109.999 Isotropic
4 gen Conc4LW 2.408e+6 1.047e+06 0.15 0.6 109.999 Isotropic
5 gen Alum 1.01e+7 4.077e+06 0.3 1.29 173 Isotropic
6 cien Steel 2.9e+7 1.115e+07 0.3 0.65 490 Isotropic
7 en PI ood 1.8e+6 38000 0 0.3 35 Isotropic
8 RIGID 1e+9 0.3 0 0 Isotropic
Custom Wood Properties
Label Fb Ft Fv Fc E E05 Type
1 LVL PRL 1.5E 225OF 2250 1500 220 1950 1.5e+06 1.005e+06 SCL
2 LVL PRL 2.0E 290OF 2900 1900 285 2750 2e+06 1.34e+06 SCL
3 LVL Microllam 1.9E 260OF 2600 1555 285 2510 1.9e+06 1.273e+06 SCL
4 PSL Parallam 2.0E 290OF 2900 2025 290 2900 2e+06 1.34e+06 SCL
5 PSL Parallam 1.8E 2400 1755 180 2500 1.8e+06 1.206e+06 SCL
6 LSL TimberStrand 1.55E 2325F 2325 1070 310 2050 1.55e+06 1.039e+06 SCL
7 LSL TimberStrand 1.3E 170OF 1700 1075 400 1400 1.3e+06 8.71e+05 SCL
Hot Rolled Steel Section Sets
Label Shape Type Design List Material Design Rule Area in 21 I in 41 Izz rin'l n°
1 I HR1 W10X33 Beam Wide Flange A992 Typical 1 9.71 1 36.6 171 To.583
Cold Formed Steel Section Sets
Label Shape Type Desi n List Material Design Rule Area[in] I in° Izz[in'] J in"
1 CF1 8CU1.25XO571 Beam I CU I A653 SS Gr33 Typical 1 0.581 0.057 4.41 0.00063
Wood Section Sets
Label Shape T e Desi n List Material Desi n Rule Area in2 I in" Izz in° J in"
1 WOOD1 2X6 Beam Rectan ular Double DF2 T ical 8.25 1.547 20.797 5.125
Concrete Section Sets
Label Shape Type Design List Material Desi n Rule Area[in'l I in" Izz in" J in"
1 CONC1 CRECT12X8 Beam Rectangular Conc3000NW Typical 96 512 1152 1187.84
Aluminum Section Sets
Label Shape Type Design List Material Design Rule Area in2 I in° Izz[in'l n°
ll AL1 AA13X1.64 Beam None 3003-1-114 Typical 1.39 0.522 2.24 0.019
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d]
Page 60 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Stainless Steel Section Sets
Label Shape Type Design List Material Design Rule Area[in'] I in° Izz in 41 n"
1 SS1 W10X33 SS Beam None A276 S316 Typical 9.71 36.6 171 0.583
General Section Sets
Label Shape Ty e Material Area inz I in^ Izz in^ J in"
1 GENII RE4X4 Beam en Conc3NW 16 21.333 21.333 31.573
2 RIGID None RIGID 1e+06 le+06 1e+06 le+06
Member Primary Data
Label I Node J Node Section/Shape Type Design List Material Design Rule
1 BM B N8 N7 2-1.75X11.875FS Beam None LVL Microlam 1.9E 260OF Typical
2 COL B 1 N5 N8 7-2X6 Column Rectangular DF2 Typical
3 COL B 2 N6 N7 7-2X6 Column Rectangular DF2 Typical
4 BM C N12 N11 1.75X11.875FS Beam None LVL Microlam 1.9E 260OF Typical
5 COL C 1 N9 N12 2-2X6 Column Rectangular DF2 Typical
6 COL C 2 N10 N11 2-2X6 Column Rectangular DF2 Typical
7 COL F N18 N20 7-2X6 Column Rectangular DF2 Typical
8 BM H N23 N24 1.75X11.875FS Beam None LVL Microlam 1.9E 260OF Typical
9 COL H 1 N21 N23 3-2X6 Column Rectan ular DF2 Typical
10 COL H 2 N22 N24 3-2X6 Column Rectangular DF2 Typical
11 BM F N20 N25 2-1.75X11.875FS Beam None LVL Microlam 1.9E 260OF Typical
12 COL G 1 N28 N27 HSS4X4X4 Column Tube A992 Typical
13 COL G 2 N30 N29 HSS4X4X4 Column Tube A992 Typical
14 BM G N29 N27 W12X72 Beam None A992 Typical
15 COL 11 N31 N32 2X6 Column Rectan ular DF2 Typical
16 COL 12 N33 N34 2X6 Column Rectangular DF2 Typical
17 BM I N32 N34 1.75X14FS Beam None LVL Microlam 1.9E 260OF Typical
18 COL J 1 N35 N36 2X6 Column Rectangular DF2 Typical
19 COL J 2 N37 N38 2X6 Column Rectangular DF2 Typical
20 BM J N36 N38 2X12 Beam Rectangular Double DF2 Typical
21 COL K 1 N39 N40 2X6 Column Rectangular DF2 Typical
22 COL K 2 N41 N42 2X6 Column Rectangular DF2 Typical
23 BM K N40 N42 2X12 Beam Rectangular Double DF2 Typical
24 COL G 4 N44 N46 HSS4X4X4 Column Tube A992 Typical
25 COL G 3 N45 N43 HSS4X4X4 Column Tube A992 Typical
26 BM G RIGHT N46 N43 W12X72 Beam None A992 Typical
Member Advanced Data
Label I Release J Release Physical Deflection Ratio Options Seismic DR
1 BM B BenPIN BenPIN Yes Default None
2 COL B 1 BenPIN Yes **NA** None
3 COL B 2 BenPIN Yes **NA** None
4 BM C BenPIN BenPIN Yes Default None
5 COL C 1 BenPIN Yes **NA** None
6 COL C 2 BenPIN Yes **NA** None
7 COL F BenPIN Yes `*NA** None
8 BM H BenPIN BenPIN Yes Default None
9 COL H 1 BenPIN Yes **NA** None
10 COL H 2 BenPIN Yes **NA** None
11 BM F BenPIN BenPIN Yes Default None
12 COL G 1 BenPIN Yes **NA** None
13 COL G 2 BenPIN Yes **NA** None
14 BM G BenPIN BenPIN Yes Default None
15 COL 11 BenPIN Yes **NA** None
16 COL 12 BenPIN Yes **NA** None
17 BM I BenPIN BenPIN Yes Default None
18 COL J 1 BenPIN Yes **NA** None
19 COL J 2 BenPIN Yes **NA** None
20 BM J BenPIN BenPIN Yes Default None
21 COL K 1 BenPIN Yes **NA** None
22 COL K 2 BenPIN Yes **NA** None
23 BM K BenPIN BenPIN Yes Default None
24 COL G 4 BenPIN Yes "*NA** None
251
5 COL G 3 BenPIN Yes **NA** None
261 BM G RIGHT BenPIN BenPIN Yes Default None
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE 4
Page 61 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Hot Rolled Steel Desiqn Parameters
Label Shape Length ft Lcomp to ft Channel Conn. aft Function
1 COL G 1 HSS4X4X4 10 Lb N/A N/A Lateral
2 COL G 2 HSS4X4X4 10 Lb N/A N/A Lateral
3 BM G W12X72 25 Lb N/A N/A Lateral
4 COL G 4 HSS4X4X4 10 Lb N/A N/A Lateral
5 COL G 3 HSS4X4X4 10 Lb N/A N/A Lateral
6 BM G RIGHT W12X72 25 Lb N/A N/A Lateral
Cold Formed Steel Design Parameters
No Data to Print...
Wood Design Parameters
Label Shape Len th[ftI let ft le-bend to ft Cr y sway z sway
1 BM B 2-1.75X11.875FS 10.5 Lbyy
2 COL B 1 7-2X6 10 LbyV
3 COL B 2 7-2X6 10 LbVV
4 BM C 1.75X11.875FS 5.5 LbVV
5 COL C 1 2-2X6 10 LbyV
6 COL C 2 2-2X6 10 Lbvy
7 COL F 7-2X6 10 Lbyy
8 BM H 1.75X11.875FS 5 Lbyy
9 COL H 1 3-2X6 10 Lbyy
10 COL H 2 3-2X6 10 Lbvy
11 BM F 2-1.75X11.875FS 11.5 Lbvy
12 COL11 2X6 10 1 Lbyy
13 COL12 2X6 10 1 Lbvy
14 BM I 1.75X14FS 5 Lbyy
15 COL J 1 2X6 5 LbVV
16 COL J 2 2X6 5 LbVV
17 BM J 2X12 5 LbVV
18 COL K 1 2X6 5 LbVV
19 COL K 2 2X6 5 Lbyy
20 BM K 2X12 5 Lbyy
Concrete Beam Design Parameters
No Data to Print...
Concrete Column Design Parameters
No Data to Print...
Aluminum Design Parameters
No Data to Print...
Stainless Steel Design Parameters
No Data to Print...
Member RISA Connection Properties
Label Shape Start Conn End Conn Start Release End Release
1 COL G 1 HSS4X4X4 None None Pinned Fixed
2 COL G 2 HSS4X4X4 None None Pinned Fixed
3 BM G W12X72 None None Pinned Pinned
4 COL G 4 HSS4X4X4 None None Pinned Fixed
5 COL G 3 HSS4X4X4 None None Pinned Fixed
6 BM G RIGHT W12X72 None None Pinned Pinned
Plate Primary Data
No Data to Print...
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 5
Page 62 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Plate Advanced Data
No Data to Print...
Solid Primary Data
No Data to Print...
Wall Panel Data
No Data to Print...
Wall Panel Advanced Data
No Data to Print...
Diaphragms
No Data to Print...
Design Size and Code Check Parameters
Label Max Axial/Bending Chk Max Shear Chk
1 Typical 1 1
Concrete Rebar Parameters
Label O timize Rebar?Min Flex BarMax Flex BarShear BarLe s per Stirru To Column Cover in Bottom Cover in Side Cover in To /Bottom BarsAdd'I Side BarsShear Bar S acin in
1 ica O timize #6 #10 #4 2 1.5 1.5 1.5 2 1 12
Deflection Design
Label LC Ratio LC Ratio LC Ratio
1 Typical 1 240 2 360 3 240
Wall Panel U.C.Parameters
Label Max Bending Chk Max Shear Chk
1 Typical 1 1
Masonry Wall Panel Parameters
Label Block Nom Width Block Grouting Reinforced Wall Area Method
1 Typical 10" Partially Grouted Yes NCMA
Masonry Wall Panel In-Plane Parameters
Label Vert Bar Size Bars Per Cell Min Bound Zone Width in Max Bound Zone Width[inj Horz Bar Size Transfer Load
1 Typical #5 1 8 40 #5
Masonry Wall Panel Out-of-Plane Parameters
Label Bar Size Bar Space Min Bar Space Max Bar Placement Cover in Mortar Type Cement Type Transfer Load
1 Typical 1 #5 1 8" 72" Center Min Type M or S Portland Lime/Mortar
Masonry Wall Panel Lintel Parameters
Label Depth rinj Bear Length rinj Bar Size Min#Bars Per Layer Max#Bars Per Layer Num of Layers c/c S of La ers in Dist To Pot in StirrupSize Analysis Method
1 T ical 16 8 #5 1 3 1 N/A 3.5 94 1 Simply Supported
Wood Wall Panel Parameters
Label Top Plate Sill Plate Studs Min Stud Space in Max Stud Space[inj Green Lumber? Header Size Header Matl
1 Typical 2-2X6 2X6 I 2X6 16 16 1 6x8 Same as Wall
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 6
Page 63 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Additional Wood Wall Panel Parameters
Label Schedule Min Panel Thick in Max Panel Thick in Double Sided Panel?Max.Nail S acin Min.Nail S acin HD Chords HD Chord Matl Hold Down Chord StrapEccentrici
1 Typical AWC 2015 OSB 0.375 0.75 O timum 6-in. 2-in. 2-2X6 Same as Wall SIMPSON HOIdDownS SIMPSON Chord Straps
Concrete Wall Panel Rebar Parameters
Label Vert Bar Size Max Vert Bar Space in Min Vert Bar Space in Vert Bar Inc in Horz Bar Size Max Harz Bar Space in Min Horz Bar Space in Horz Bar Inc in Grou Wall
1 Typical #6 18 4 2 #4 18 4 2
Concrete Wall Panel Cover Parameters
Label Outer Bars Location Int Cover-z in Ext Cover+z[inj Edge Cover[inj Transfer In Transfer Out
1 T ical Vertical Each Face 1 1 1 2
Frame/HR Seismic Design Rule
Label Frame Type Column Ductility Column Overstren th Beam Ductility Connection Beam Overstren thZ Factor Hinge Location in Brace Ductility Brace Overstren th KL/r
1 OCBF Other High Yes Minimal Other/None N/A N/A Minimal
2 SCBF Other High Yes Minimal Other/None Yes N/A N/A Minimal Yes
3 OMF Other High Yes Minimal BUEEP 12 N/A
4 IMF Other High Yes Minimal BFP 12 N/A
5 SMF-RBS Other High Yes Minimal RBS 0.685 14.625 N/A
6 SMF-Kaiser Other High Yes Minimal KBB-B 12 N/A
Concrete Wall Seismic Design Rule
No Data to Print...
Masonry Wall Seismic Design Rule
No Data to Print...
Connection Design Rules
Label Conn Type Type Beam Conn Col/Girder Conn Eccentricit
1 Col/Bm Single Angle Shear Shear Column/Beam Clip Single Angle Shear Bolted Bolted 1.5
2 Col/Bm Double Angle Shear Shear Column/Beam Clip Double Angle Shear Bolted Bolted 0
3 Col/Bm Two Side Clip Angle Shear Shear Column/Beam Clip Double Angle Both Side Shear Bolted Bolted N/A
4 Col/Bm End Plate Shear Shear Column/Beam End-Plate Shear N/A Bolted N/A
5 Col/Bm Shear Tab Shear Shear Column/Beam Shear Tab Shear Bolted N/A 0
6 Girder/Bm Single Angle Shear Shear Girder/Beam Clip Single Angle Shear Bolted Bolted N/A
7 Girder/Bm Double Angle Shear Shear Girder/Beam Clip Double Angle Shear Bolted Bolted N/A
8 Grd/Bm Two Side Clip Angle Shea Shear Girder/Beam Clip Double Angle Both Side Shear Bolted Bolted N/A
9 Girder/Bm End Plate Shear Shear Girder/Beam End-Plate Shear N/A Bolted N/A
10 Girder/Bm Shear Tab Shear Shear Girder/Beam Shear Tab Shear Bolted N/A N/A
11 Beam Shear Splice Shear Beam Shear Tab Splice Bolted N/A N/A
12 Column Shear Splice Shear Column Shear Tab Splice N/A Bolted N/A
13 Col/Bm Ext.End Plate Moment Moment Column/Beam Extended End-Plate Moment N/A N/A N/A
14 of/Bm PartExt.End Plate Moment Moment Column/Beam Partially Extended End-Plate Moment Tension side N/A N/A N/A
15 Col/Bm Flush End Plate Moment Moment Column/Beam Flush End-Plate Moment N/A N/A N/A
16 Col/Bm Flange Plate Moment Moment Column/Beam Flange Plate Moment Bolted N/A N/A
17 Col/Bm Direct Weld Moment Moment Column/Beam Direct Weld Moment Bolted N/A N/A
18 Col/Bm Seismic Moment Moment Column/Beam Seismic Moment N/A N/A N/A
19 Beam Moment Plate Splice Moment Beam Moment Plate Splice Bolted N/A N/A
20 Column Moment Plate Splice Moment Column Moment Plate Splice N/A Bolted N/A
21 Beam Direct Weld Moment Splice Moment Beam Direct Weld Splice Bolted N/A N/A
22 Col Direct Weld Moment Splice Moment Column Direct Weld Splice N/A Bolted N/A
23 Bm Ext.End Plate Moment Splice Moment Beam Extended End Plate Splice Bolted N/A N/A
24 Col Ext.End Plate Moment Splice Moment Column Extended End Plate Splice N/A Bolted N/A
25 Diagonal Vertical Brace Brace Diagonal Vertical Brace N/A N/A N/A
26 Chevron Vertical Brace Brace Chevron Vertical Brace N/A N/A N/A
27 Seismic Diagonal Brace Brace Diagonal Brace Seismic N/A N/A N/A
28 Seismic Chevron Brace Brace Chevron Brace Seismic N/A N/A N/A
29 Knee Brace Brace Knee Brace N/A N/A N/A
30 Single Column Base Plate Base late Single Column Base late N/A N/A N/A
31 Base Plate with Vertical Brace Base late Brace to Column Base Plate N/A N/A N/A
32 HSS Truss Connection Truss HSS T-Connection N/A N/A N/A
CITY APPROVED PLANS
Reviewed Jor Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 7
Page 64 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Drift Definitions
No Data to Print...
Nodal Loads and Enforced Displacements
No Data to Print...
Member Point Loads(BLC 1:Dead Load)
Member Label Direction Magnitude lb,lb-ft Location[(ft,
1 BM F Y -300 %33
2 BM F Y -300 %66
Wall Panel Point Loads
No Data to Print...
Diaphragm Point Loads
No Data to Print...
Member Distributed Loads(BLC 1:Dead Load)
Member Label Direction Start Magnitude Ib/ft,F,psf,lb-ft/ft End Magnitude Ib/ft,F,psf,lb-ft/ft Start Location[(ft,% End Location[(ft,
1 BM B Y -150.25 -150.25 0 %100
2 BM C Y -150.25 -150.25 0 %100
3 BM H Y -133.75 -133.75 0 %100
4 BM F Y -179.625 -179.625 0 %100
5 BM G Y -172.5 -172.5 0 %100
6 BM I Y -51.25 -51.25 0 %100
7 BM J Y -86.25 -86.25 0 %100
8 BM K Y -106.875 -106.875 0 %100
9 BM G RIGHT Y -172.5 -172.5 0 %100
Member Distributed Loads(BLC 2:Live Load)
Member Label Direction Start Magnitude Ib/ft,F,psf,lb-ft/ft End Magnitude Ib/ft,F,psf,lb-ft/ft Start Location[(ft,% End Location[(ft,
1 BM B Y -460 -460 0 %100
2 BM C Y -460 -460 0 %100
3 BM H Y -713.33 -713.33 0 %100
4 BM F Y -361.67 -361.67 0 %100
5 BM G Y -920 -920 0 %100
6 BM I Y -273.33 -273.33 0 %100
7 BM J Y 1 -230 -230 0 %100
8 BM K Y -285 -285 0 %100
9 BM G RIGHT Y -920 -920 0 %100
Wall Panel Distributed Loads
No Data to Print...
Diaphragm Distributed Loads
No Data to Print...
Member Area Loads
No Data to Print...
Plate Surface Loads
No Data to Print...
Wall Panel Surface Loads
No Data to Print...
Diaphragm Surface Loads
No Data to Print...
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d]
Page 65 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Basic Load Cases
BLC Description Category Point Distributed
1 Dead Load DL 2 9
2 Live Load LL 9
Moving Loads
No Data to Print...
Moving Load Patterns
No Data to Print...
Time History Loads
No Data to Print...
Load Combinations
Description Solve P-Delta 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 16-8 Yes Y DL 1 NL 1
5 IBC 16-9 Yes Y DL 1 LL 1 LLS 1 NIL 1
Load Combination Design
Description CD Service Hot Rolled Cold Formed Wood Concrete Masonry Aluminum Stainless Connection
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 16-8 0.9 Yes Yes Yes Yes Yes Yes Yes Yes Yes
5 IBC 16-9 Yes Yes Yes Yes Yes Yes Yes Yes Yes
Envelope Node Reactions
Node Label X[IbI LC Y[lb] LC Z[lb] LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC
1 N29 max 0 5 0 5 0 5 0 5 0 5 0 5
2 min 0 1 0 1 0 1 0 1 0 1 0 1
3 N5 max 0 5 3203.813 5 0 5 0 5 0 5 0 5
4 min 0 1 788.813 1 0 1 0 1 0 1 0 1
5 N6 max 0 5 3203.812 5 0 5 0 5 0 5 0 5
6 min 0 1 788.813 1 0 1 0 1 0 1 0 1
7 N7 max 0 5 0 5 0 5 0 5 0 5 0 5
8 min 0 1 0 1 0 1 0 1 0 1 0 1
9 N8 max 0 5 0 5 0 5 0 5 0 5 0 5
10 min 0 1 0 1 0 1 0 1 0 1 0 1
11 N9 max 0 5 1678.188 5 0 5 0 5 0 5 0 5
12 min 0 1 413.187 1 0 1 0 1 0 1 0 1
13 N 10 max 0 5 1678.188 5 0 5 0 5 0 5 0 5
14 min 0 1 413.188 1 0 1 0 1 0 1 0 1
15 N 11 max 0 5 0 5 0 5 0 5 0 5 0 5
16 min 0 1 0 1 0 1 0 1 0 1 0 1
17 N 12 max 0 5 0 5 0 5 0 5 0 5 0 5
18 min 0 1 0 1 0 1 0 1 0 1 0 1
19 N 18 max 0 5 3415.446 5 3.056 5 0 5 0 5 0 5
20 min 0 1 1335.844 1 0.582 1 0 1 0 1 0 1
21 N20 max 0 5 0 5 -0.582 4 0 5 0 5 0 5
22 min 0 1 0 1 -3.056 3 0 1 0 1 0 1
23 N21 max 0 5 2117.7 5 0 5 0 5 0 5 0 5
24 min 0 1 334.375 1 0 1 0 1 0 1 0 1
25 N22 max 0 5 2117.7 5 0 5 0 5 0 5 0 5
26 min 0 1 334.375 1 0 1 0 1 0 1 0 1
27 N23 max 0 5 0 5 0 5 0 5 0 5 0 5
28 min 0 1 0 1 0 1 0 1 0 1 0 1
29 N24 max 0 5 0 5 0 5 0 5 0 5 0 5
30 min 0 1 0 1 0 1 0 1 0 1 0 1
31 N27 max 0 5 0 5 0 4 0 5 0 5 0 5
32 min 0 1 0 1 0 3 0 1 0 1 0 1
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d]
PLANS MUST BE ON JOB SITE
Page 66 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
Model Name : Robert Weed Plywood Interiod Members
Envelope Node Reactions(Continued)
Node Label X[lb] LC Y[lb] LC Z[lb] LC MX[lb-ft LC MY[lb-ft LC MZ[lb-ft LC
331 N28 I max 0 5 15430.385 5 0 5 0 5 0 5 0 5
34 min 0 1 2848.002 1 0 1 0 1 0 1 0 1
35 N30 max 0 5 15291.562 5 0 5 0 5 0 5 0 5
36 min 0 1 2794.342 1 0 1 0 1 0 1 0 1
37 N31 max 0 5 811.45 5 0 5 0 5 0 5 0 5
38 min 0 1 128.125 1 0 1 0 1 0 1 0 1
39 N32 max 0 5 0 5 0 5 0 5 0 5 0 5
40 min 0 1 0 1 0 1 0 1 0 1 0 1
41 N33 max 0 5 811.45 5 0 5 0 5 0 5 0 5
42 min 0 1 128.125 1 0 1 0 1 0 1 0 1
43 N34 max 0 5 0 5 0 5 0 5 0 5 0 5
44 min 0 1 0 1 0 1 0 1 0 1 0 1
45 N35 max 0 5 790.625 5 0 5 0 5 0 5 0 5
46 min 0 1 215.625 1 0 1 0 1 0 1 0 1
47 N36 max 0 5 0 5 0 5 0 5 0 5 0 5
48 min 0 1 0 1 0 1 0 1 0 1 0 1
49 N37 max 0 5 790.625 5 0 5 0 5 0 5 0 5
50 min 0 1 215.625 1 0 1 0 1 0 1 0 1
51 N38 max 0 5 0 5 0 5 0 5 0 5 0 5
52 min 0 1 0 1 0 1 0 1 0 1 0 1
53 N39 max 0 5 979.687 5 0 5 0 5 0 5 0 5
54 min 0 1 267.187 1 0 1 0 1 0 1 0 1
551 N40 max 0 5 0 5 0 5 0 5 0 5 0 5
56 min 0 1 0 1 0 1 0 1 0 1 0 1
57 N41 max 0 5 979.687 5 0 5 0 5 0 5 0 5
58 min 0 1 267.187 1 0 1 0 1 0 1 0 1
59 N42 max 0 5 0 5 0 5 0 5 0 5 0 5
60 min 0 1 0 1 0 1 0 1 0 1 0 1
61 N43 max 0 5 0 5 0 5 0 5 0 5 0 5
62 min 0 1 0 1 0 1 0 1 0 1 0 1
63 N44 max 0 5 13656.25 5 0 5 0 5 0 5 0 5
64 min 0 1 2156.25 1 0 1 0 1 0 1 0 1
65 N45 max 0 5 13656.25 5 0 5 0 5 0 5 0 5
66 min 0 1 2156.25 1 0 1 0 1 0 1 0 1
67 N46 max 0 5 0 5 0 5 0 5 0 5 0 5
68 min 0 1 0 1 0 1 0 1 0 1 0 1
69 Totals: max 0 5 80612.818 5 0 4
70 min 0 1 15585.313 1 0 2
Envelope Node Reactions-Overstrength or Capacity Limit
No Data to Print...
Envelope Node Displacements
Node Label X in LC Yin LC Z in LC X Rotation[rad] LC Y Rotation[rad] LC Z Rotation[rad] LC
1 N5 max 0 5 0 4 0 5 0 5 0 5 0 5
2 min 0 1 0 3 0 1 0 1 0 1 0 1
3 N6 max 0 5 0 4 0 5 0 5 0 5 0 5
4 min 0 1 0 3 0 1 0 1 0 1 0 1
5 N7 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
6 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
7 N8 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
8 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
9 N9 max 0 5 0 4 0 5 0 5 0 5 0 5
10 min 0 1 0 3 0 1 0 1 0 1 0 1
11 N10 max 0 5 0 4 0 5 0 5 0 5 0 5
12 min 0 1 0 3 0 1 0 1 0 1 0 1
13 N 11 max 0 5 -0.002 4 0 5 0 5 0 5 0 5
14 min 0 1 -0.008 3 0 1 0 1 0 1 0 1
15 N12 max 0 5 -0.002 4 0 5 0 5 0 5 0 5
16 min 0 1 -0.008 3 0 1 0 1 0 1 0 1
17 N18 max 0 5 0 4 0 4 0 5 0 5 0 5
18 min 0 1 0 3 0 3 0 1 0 1 0 1
19 N20 max 0 5 -0.002 4 0 5 1.738e-5 5 0 5 0 5
20 min 0 1 -0.004 3 0 1 3.312e-6 1 0 1 0 1
21 N21 max 0 5 0 4 0 5 0 5 0 5 0 5
22 min 0 1 0 3 0 1 0 1 0 1 0 1
23 N22 max 0 5 0 4 0 5 0 5 0 5 0 5
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Fevi—df.,code compliance
Page 67 of 97 PLANS
F RA`LL IN PEECTIONSITE
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Node Displacements(Continued)
Node Label X in LC Yin LC Z in LC X Rotation[rad] LC Y Rotation[rad] LC Z Rotation[rad] LC
241 1 min 0 1 0 3 0 1 0 1 0 1 0 1
25 N23 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
26 min 0 1 -0.006 3 0 1 0 1 0 1 0 1
27 N24 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
28 min 0 1 -0.006 3 0 1 0 1 0 1 0 1
29 N25 max 0 5 -0.173 4 0 5 5.185e-4 5 0 5 0 5
30 min 0 1 -0.884 3 0 1 9.879e-5 1 0 1 0 1
31 N27 max 0 5 -0.004 4 0 5 0 5 0 5 0 5
32 min 0 1 -0.024 3 0 1 0 1 0 1 0 1
33 N28 max 0 5 0 4 0 4 0 5 0 5 0 5
34 min 0 1 0 3 0 3 0 1 0 1 0 1
35 N29 max 0 5 -0.004 4 0 5 0 5 0 5 0 5
36 min 0 1 -0.023 3 0 1 0 1 0 1 0 1
37 N30 max 0 5 0 4 0 4 0 5 0 5 0 5
38 min 0 1 0 3 0 3 0 1 0 1 0 1
39 N31 max 0 5 0 4 0 5 0 5 0 5 0 5
40 min 0 1 0 3 0 1 0 1 0 1 0 1
41 N32 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
42 min 0 1 -0.007 3 0 1 0 1 0 1 0 1
43 N33 max 0 5 0 4 0 5 0 5 0 5 0 5
44 min 0 1 0 3 0 1 0 1 0 1 0 1
45 N34 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
46 min 0 1 -0.007 3 0 1 0 1 0 1 0 1
47 N35 max 0 5 0 4 0 5 0 5 0 5 0 5
48 min 0 1 0 3 0 1 0 1 0 1 0 1
49 N36 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
50 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
51 N37 max 0 5 0 4 0 5 0 5 0 5 0 5
52 min 0 1 0 3 0 1 0 1 0 1 0 1
53 N38 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
54 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
55 N39 max 0 5 0 4 0 5 0 5 0 5 0 5
56 min 0 1 0 3 0 1 0 1 0 1 0 1
57 N40 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
58 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
59 N41 max 0 5 0 4 0 5 0 5 0 5 0 5
60 min 0 1 0 3 0 1 0 1 0 1 0 1
61 N42 max 0 5 -0.001 4 0 5 0 5 0 5 0 5
62 min 0 1 -0.004 3 0 1 0 1 0 1 0 1
63 N43 max 0 5 -0.003 4 0 5 0 5 0 5 0 5
64 min 0 1 -0.021 3 0 1 0 1 0 1 0 1
65 N44 max 0 5 0 4 0 5 0 5 0 5 0 5
66 min 0 1 0 3 0 1 0 1 0 1 0 1
67 N45 max 0 5 0 4 0 5 0 5 0 5 0 5
68 min 0 1 0 3 0 1 0 1 0 1 0 1
69 N46 max 0 5 -0.003 4 0 5 0 5 0 5 0 5
70 min 0 1 -0.021 3 0 1 0 1 0 1 0 1
Envelope Member Section Forces
Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
1 BM B 1 max 0 5 3203.813 5 0 5 0 5 0 5 0 5
2 min 0 1 788.813 1 0 1 0 1 0 1 0 1
3 2 max 0 5 1601.906 5 0 5 0 5 0 5 -1552.975 4
4 min 0 1 394.406 1 0 1 0 1 0 1 -6307.506 3
5 3 max 0 5 0 5 0 5 0 5 0 5 -2070.633 4
6 min 0 1 0 1 0 1 0 1 0 1 -8410.008 3
7 4 max 0 5 -394.406 4 0 5 0 5 0 5 -1552.975 4
8 min 0 1 -1601.906 3 0 1 0 1 0 1 -6307.506 3
9 5 max 0 5 -788.813 4 0 5 0 5 0 5 0 5
10 min 0 1 -3203.812 3 0 1 0 1 0 1 0 1
11 COL B 1 1 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
12 min 788.813 1 0 1 0 1 0 1 0 1 0 1
13 2 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
14 min 788.813 1 0 1 0 1 0 1 0 1 0 1
15 3 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
16 min 788.813 1 0 1 0 1 0 1 0 1 0 1
17 4 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
18 min 788.813 1 0 1 0 1 0 1 0
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 68 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Forces(Continued)
Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
19 5 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
20 min 788.813 1 0 1 0 1 0 1 0 1 0 1
21 COL B 2 1 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
22 min 788.813 1 0 1 0 1 0 1 0 1 0 1
23 2 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
24 min 788.813 1 0 1 0 1 0 1 0 1 0 1
25 3 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
26 min 788.813 1 0 1 0 1 0 1 0 1 0 1
27 4 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
28 min 788.813 1 0 1 0 1 0 1 0 1 0 1
29 5 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
30 min 788.813 1 0 1 0 1 0 1 0 1 0 1
31 BM C 1 max 0 5 1678.188 5 0 5 0 5 0 5 0 5
32 min 0 1 413.187 1 0 1 0 1 0 1 0 1
33 2 max 0 5 839.094 5 0 5 0 5 0 5 -426.1 4
34 min 0 1 206.594 1 0 1 0 1 0 1 -1730.631 3
35 3 max 0 5 0 5 0 5 0 5 0 5 -568.133 4
36 min 0 1 0 1 0 1 0 1 0 1 -2307.508 3
37 4 max 0 5 -206.594 4 0 5 0 5 0 5 -426.1 4
38 min 0 1 -839.094 3 0 1 0 1 0 1 -1730.631 3
39 5 max 0 5 -413.188 4 0 5 0 5 0 5 0 5
40 min 0 1 -1678.188 3 0 1 0 1 0 1 0 1
41 COL C 1 1 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
42 min 413.187 1 0 1 0 1 0 1 0 1 0 1
43 2 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
44 min 413.187 1 0 1 0 1 0 1 0 1 0 1
45 3 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
46 min 413.187 1 0 1 0 1 0 1 0 1 0 1
47 4 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
48 min 413.187 1 0 1 0 1 0 1 0 1 0 1
49 5 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
50 min 413.187 1 0 1 0 1 0 1 0 1 0 1
51 COL C 2 1 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
52 min 413.188 1 0 1 0 1 0 1 0 1 0 1
53 2 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
54 min 413.188 1 0 1 0 1 0 1 0 1 0 1
55 3 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
56 min 413.188 1 0 1 0 1 0 1 0 1 0 1
57 4 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
58 min 413.188 1 0 1 0 1 0 1 0 1 0 1
59 5 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
60 min 413.188 1 0 1 0 1 0 1 0 1 0 1
61 COL F 1 max 3415.446 5 0 5 3.056 5 0 5 0 5 0 5
62 min 1335.844 1 0 1 0.582 1 0 1 0 1 0 1
63 2 max 3415.446 5 0 5 3.056 5 0 5 7.641 5 0 5
64 min 1335.844 1 0 1 0.582 1 0 1 1.456 1 0 1
65 3 max 3415.446 5 0 5 3.056 5 0 5 15.282 5 0 5
66 min 1335.844 1 0 1 0.582 1 0 1 2.912 1 0 1
67 4 max 3415.446 5 0 5 3.056 5 0 5 22.922 5 0 5
68 min 1335.844 1 0 1 0.582 1 0 1 4.368 1 0 1
69 5 max 3415.446 5 0 5 3.056 5 0 5 30.563 5 0 5
70 min 1335.844 1 0 1 0.582 1 0 1 5.824 1 0 1
71 BM H 1 max 0 5 2117.7 5 0 5 0 5 0 5 0 5
72 min 0 1 334.375 1 0 1 0 1 0 1 0 1
73 2 max 0 5 1058.85 5 0 5 0 5 0 5 -313.477 4
74 min 0 1 167.187 1 0 1 0 1 0 1 -1985.344 3
75 3 max 0 5 0 5 0 5 0 5 0 5 -417.969 4
76 min 0 1 0 1 0 1 0 1 0 1 -2647.125 3
77 4 max 0 5 -167.187 4 0 5 0 5 0 5 -313.477 4
78 min 0 1 -1058.85 3 0 1 0 1 0 1 -1985.344 3
79 5 max 0 5 -334.375 4 0 5 0 5 0 5 0 5
80 min 0 1 -2117.7 3 0 1 0 1 0 1 0 1
81 COL H 1 1 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
82 min 334.375 1 0 1 0 1 0 1 0 1 0 1
83 2 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
84 min 334.375 1 0 1 0 1 0 1 0 1 0 1
85 3 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
86 min 334.375 1 0 1 0 1 0 1 0 1 0 1
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 69 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Forces(Continued)
Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
87 4 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
88 min 334.375 1 0 1 0 1 0 1 0 1 0 1
89 5 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
90 min 334.375 1 0 1 0 1 0 1 0 1 0 1
91 COL H 2 1 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
92 min 334.375 1 0 1 0 1 0 1 0 1 0 1
93 2 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
94 min 334.375 1 0 1 0 1 0 1 0 1 0 1
95 3 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
96 min 334.375 1 0 1 0 1 0 1 0 1 0 1
97 4 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
98 min 334.375 1 0 1 0 1 0 1 0 1 0 1
99 5 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
100 min 334.375 1 0 1 0 1 0 1 0 1 0 1
101 BM F 1 max 0 5 3415.446 5 0 5 -5.824 4 0 5 0 5
102 min 0 1 1335.844 1 0 1 -30.563 3 0 1 0 1
103 2 max 0 5 1859.223 5 0 5 -5.824 4 0 5 -3098.194 4
104 min 0 1 819.422 1 0 1 -30.563 3 0 1 -7582.337 3
105 3 max 0 5 3 4 0 5 -5.824 4 0 5 -4125.176 4
106 min 0 1 0 2 0 1 -30.563 3 0 1 -10104.033 3
107 4 max 0 5 -813.422 4 0 5 -5.824 4 0 5 -3080.944 4
108 min 0 1 -1853.223 3 0 1 -30.563 3 0 1 -7565.087 3
109 5 max 0 5 -1329.844 4 0 5 -5.824 4 0 5 0 5
110 min 0 1 -3409.446 3 0 1 -30.563 3 0 1 0 1
111 COL G 1 1 max 15430.385 5 0 5 0 5 0 5 0 5 0 5
112 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
113 2 max 15430.385 5 0 5 0 5 0 5 0 5 0 5
114 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
115 3 max 15430.385 5 0 5 0 5 0 5 0 5 0 5
116 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
117 4 max 15430.385 5 0 5 0 5 0 5 0 5 0 5
118 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
119 5 max 15430.385 5 0 5 0 5 0 5 0 5 0 5
120 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
121 COL G 2 1 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
122 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
123 2 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
124 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
125 3 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
126 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
127 4 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
128 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
129 5 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
130 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
131 BM G 1 max 0 5 15291.562 5 0 5 0 5 0 5 0 5
132 min 0 1 2794.342 1 0 1 0 1 0 1 0 1
133 2 max 0 5 8463.437 5 0 5 0 5 0 5 -14095.291 4
134 min 0 1 1716.217 1 0 1 0 1 0 1 -74233.066 3
135 3 max 0 5 1635.312 5 0 5 0 5 0 5 -21452.376 4
136 min 0 1 638.092 1 0 1 0 1 0 1 -105790.825 3
137 4 max 0 5 -1769.877 4 0 5 0 5 0 5 -14430.87 4
138 min 0 1 -8602.26 3 0 1 0 1 0 1 -75102.013 3
139 5 max 0 5 -2848.002 4 0 5 0 5 0 5 0 5
140 min 0 1 -15430.385 3 0 1 0 1 0 1 0 1
141 COL 11 1 max 811.45 5 0 5 0 5 0 5 0 5 0 5
142 min 128.125 1 0 1 0 1 0 1 0 1 0 1
143 2 max 811.45 5 0 5 0 5 0 5 0 5 0 5
144 min 128.125 1 0 1 0 1 0 1 0 1 0 1
145 3 max 811.45 5 0 5 0 5 0 5 0 5 0 5
146 min 128.125 1 0 1 0 1 0 1 0 1 0 1
147 4 max 811.45 5 0 5 0 5 0 5 0 5 0 5
148 min 128.125 1 0 1 0 1 0 1 0 1 0 1
149 5 max 811.45 5 0 5 0 5 0 5 0 5 0 5
150 min 128.125 1 0 1 0 1 0 1 0 1 0 1
151 COL 12 1 max 811.45 5 0 5 0 5 0 5 0 5 0 5
152 min 128.125 1 0 1 0 1 0 1 0 1 0 1
1 531 2 max 811.45 5 0 5 0 5 0 5 0 5 0 5
1541 min 128.125 1 0 1 0 1 0 1 0 1 0 1
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 70 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Forces(Continued)
Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
155 3 max 811.45 5 0 5 0 5 0 5 0 5 0 5
156 min 128.125 1 0 1 0 1 0 1 0 1 0 1
157 4 max 811.45 5 0 5 0 5 0 5 0 5 0 5
158 min 128.125 1 0 1 0 1 0 1 0 1 0 1
159 5 max 811.45 5 0 5 0 5 0 5 0 5 0 5
160 min 128.125 1 0 1 0 1 0 1 0 1 0 1
161 BM I 1 max 0 5 811.45 5 0 5 0 5 0 5 0 5
162 min 0 1 128.125 1 0 1 0 1 0 1 0 1
163 2 max 0 5 405.725 5 0 5 0 5 0 5 -120.117 4
164 min 0 1 64.063 1 0 1 0 1 0 1 -760.734 3
165 3 max 0 5 0 5 0 5 0 5 0 5 -160.156 4
166 min 0 1 0 1 0 1 0 1 0 1 -1014.312 3
167 4 max 0 5 -64.063 4 0 5 0 5 0 5 -120.117 4
168 min 0 1 -405.725 3 0 1 0 1 0 1 -760.734 3
169 5 max 0 5 -128.125 4 0 5 0 5 0 5 0 5
170 min 0 1 -811.45 3 0 1 0 1 0 1 0 1
171 COL J 1 1 max 790.625 5 0 5 0 5 0 5 0 5 0 5
172 min 215.625 1 0 1 0 1 0 1 0 1 0 1
173 2 max 790.625 5 0 5 0 5 0 5 0 5 0 5
174 min 215.625 1 0 1 0 1 0 1 0 1 0 1
175 3 max 790.625 5 0 5 0 5 0 5 0 5 0 5
176 min 215.625 1 0 1 0 1 0 1 0 1 0 1
177 4 max 790.625 5 0 5 0 5 0 5 0 5 0 5
178 min 215.625 1 0 1 0 1 0 1 0 1 0 1
179 5 max 790.625 5 0 5 0 5 0 5 0 5 0 5
180 min 215.625 1 0 1 0 1 0 1 0 1 0 1
181 COL J 2 1 max 790.625 5 0 5 0 5 0 5 0 5 0 5
182 min 215.625 1 0 1 0 1 0 1 0 1 0 1
183 2 max 790.625 5 0 5 0 5 0 5 0 5 0 5
184 min 215.625 1 0 1 0 1 0 1 0 1 0 1
185 3 max 790.625 5 0 5 0 5 0 5 0 5 0 5
186 min 215.625 1 0 1 0 1 0 1 0 1 0 1
187 4 max 790.625 5 0 5 0 5 0 5 0 5 0 5
188 min 215.625 1 0 1 0 1 0 1 0 1 0 1
189 5 max 790.625 5 0 5 0 5 0 5 0 5 0 5
190 min 215.625 1 0 1 0 1 0 1 0 1 0 1
191 BM J 1 max 0 5 790.625 5 0 5 0 5 0 5 0 5
192 min 0 1 215.625 1 0 1 0 1 0 1 0 1
193 2 max 0 5 395.312 5 0 5 0 5 0 5 -202.148 4
194 min 0 1 107.812 1 0 1 0 1 0 1 -741.211 3
195 3 max 0 5 0 5 0 5 0 5 0 5 -269.531 4
196 min 0 1 0 1 0 1 0 1 0 1 -988.281 3
197 4 max 0 5 -107.813 4 0 5 0 5 0 5 -202.148 4
198 min 0 1 -395.312 3 0 1 0 1 0 1 -741.211 3
199 5 max 0 5 -215.625 4 0 5 0 5 0 5 0 5
200 min 0 1 -790.625 3 0 1 0 1 0 1 0 1
201 COL K 1 1 max 979.687 5 0 5 0 5 0 5 0 5 0 5
202 min 267.187 1 0 1 0 1 0 1 0 1 0 1
203 2 max 979.687 5 0 5 0 5 0 5 0 5 0 5
204 min 267.187 1 0 1 0 1 0 1 0 1 0 1
205 3 max 979.687 5 0 5 0 5 0 5 0 5 0 5
206 min 267.187 1 0 1 0 1 0 1 0 1 0 1
207 4 max 979.687 5 0 5 0 5 0 5 0 5 0 5
208 min 267.187 1 0 1 0 1 0 1 0 1 0 1
209 5 max 979.687 5 0 5 0 5 0 5 0 5 0 5
210 min 267.187 1 0 1 0 1 0 1 0 1 0 1
211 COL K 2 1 max 979.687 5 0 5 0 5 0 5 0 5 0 5
212 min 267.187 1 0 1 0 1 0 1 0 1 0 1
213 2 max 979.687 5 0 5 0 5 0 5 0 5 0 5
214 min 267.187 1 0 1 0 1 0 1 0 1 0 1
215 3 max 979.687 5 0 5 0 5 0 5 0 5 0 5
216 min 267.187 1 0 1 0 1 0 1 0 1 0 1
217 4 max 979.687 5 0 5 0 5 0 5 0 5 0 5
218 min 267.187 1 0 1 0 1 0 1 0 1 0 1
219 5 max 979.687 5 0 5 0 5 0 5 0 5 0 5
220 min 267.187 1 0 1 0 1 0 1 0 1 0 1
221 BM K 1 max 0 5 979.688 5 0 5 0 5 0 5 0 5
222 min 0 1 267.187 1 0 1 0 1 0 1 0 1
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] R-i-edf-Code C-pli-ce
Page 71 of 97 PL FOR ALL INSPECTIONS SITE
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Forces(Continued)
Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
223 2 max 0 5 489.844 5 0 5 0 5 0 5 -250.488 4
224 min 0 1 133.594 1 0 1 0 1 0 1 -918.457 3
225 3 max 0 5 0 5 0 5 0 5 0 5 -333.984 4
226 min 0 1 0 1 0 1 0 1 0 1 -1224.609 3
227 4 max 0 5 -133.594 4 0 5 0 5 0 5 -250.488 4
228 min 0 1 -489.844 3 0 1 0 1 0 1 -918.457 3
229 5 max 0 5 -267.187 4 0 5 0 5 0 5 0 5
230 min 0 1 -979.688 3 0 1 0 1 0 1 0 1
231 COL G 4 1 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
232 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
233 2 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
234 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
235 3 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
236 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
237 4 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
238 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
239 5 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
240 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
241 COL G 3 1 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
242 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
243 2 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
244 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
245 3 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
246 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
247 4 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
248 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
249 5 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
250 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
251 BM G RIGHT 1 max 0 5 13656.25 5 0 5 0 5 0 5 0 5
252 min 0 1 2156.25 1 0 1 0 1 0 1 0 1
253 2 max 0 5 6828.125 5 0 5 0 5 0 5 -10107.422 4
254 min 0 1 1078.125 1 0 1 0 1 0 1 -64013.672 3
255 3 max 0 5 0 5 0 5 0 5 0 5 -13476.563 4
256 min 0 1 0 1 0 1 0 1 0 1 -85351.563 3
257 4 max 0 5 -1078.125 4 0 5 0 5 0 5 -10107.422 4
258 min 0 1 -6828.125 3 0 1 0 1 0 1 -64013.672 3
259 5 max 0 5 -2156.25 4 0 5 0 5 0 5 0 5
260 min 0 1 -13656.25 3 0 1 0 1 0 1 0 1
Envelope Maximum Member Section Forces
Member Axial Ib Loc[ftl LC v ShearflblLoc[ftl LC z Shear l bl Loc[ftl LC Tor ue Ib-ft Loc ft LC v-v Moment Ib-ft Loc ft LC z-z Moment Ib-ft Loc ft LC
1 1 BM B max 0 10.5 5 3203.813 0 5 0 10.5 5 0 10.5 5 0 10.5 5 0 10.5 5
2 min 0 0 1 -3203.812 10.5 3 0 0 1 0 0 1 0 0 1 -8410.008 5.25 3
3 COL B 1 max 3203.813 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
4 min 788.813 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
5 COL B 2 max 3203.812 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
6 min 788.813 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
7 BM C max 0 5.5 5 1678.188 0 5 0 5.5 5 0 5.5 5 0 5.5 5 0 5.5 5
8 min 0 0 1 -1678.188 5.5 3 0 0 1 0 0 1 0 0 1 -2307.508 2.75 3
9 COL C 1 max 1678.188 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
10 min 413.187 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
11 COL C 2 max 1678.188 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
12 min 413.188 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
13 COL F max 3415.446 10 5 0 10 5 3.056 10 5 0 10 5 30.563 10 5 0 10 5
14 min 1335.844 0 1 0 0 1 0.582 0 1 0 0 1 0 0 1 0 0 1
15 BM H max 0 5 5 2117.7 0 5 0 5 5 0 5 5 0 5 5 0 5 5
16 min 0 0 1 -2117.7 5 3 0 0 1 0 0 1 0 0 1 -2647.125 2.5 3
17 COL H 1 -nax 2117.7 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
18 min 334.375 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
19 COL H 2 iiax 2117.7 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
20 min 334.375 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
21 BM F iiax 0 11.5 5 3415.446 0 5 0 11.5 5 -5.824 11.5 4 0 11.5 5 0 11.5 5
22 min 0 0 1 -3409.446 11.5 3 0 0 1 -30.563 0 3 0 0 1 -10104.033 5.75 3
23 COL G 1 ma 15430.385 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
24 min 2848.002 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
25 COL G 2 ma 15291.562 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
26 min 2794.342 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
27 BM G ma 0 25 5 15291.562 0 5 0 25 5 0 25 5 0 25 5 0 25 5
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Reviewedfor Code Compliance
Page 72 of 97 PL FOR ALL INSPECTIONS SITE
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Maximum Member Section Forces(Continued)
Member Axial Ib Loc[ftl LC v ShearflblLocrftl LC z Shear l bl Loc[ftl LC Tor ue Ib-ft Loc ft LC v-v Moment Ib-ft Loc ft LC z-z Moment Ib-ft Loc ft LC
281 min 0 0 1 -15430-385 25 3 0 0 1 0 0 1 0 0 1 -106454.851 13.021 3
29 COL 1 1 max 811.45 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
30 min 128.125 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
31 COL 12 max 811.45 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
32 min 128.125 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
33 BM I max 0 5 5 811.45 0 5 0 5 5 0 5 5 0 5 5 0 5 5
34 min 0 0 1 -811.45 5 3 0 0 1 0 0 1 0 0 1 -1014.312 2.5 3
35 COL J 1 max 790.625 5 5 0 5 5 0 5 5 0 5 5 0 5 5 0 5 5
36 min 215.625 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
37 COL J 2 max 790.625 5 5 0 5 5 0 5 5 0 5 5 0 5 5 0 5 5
38 min 215.625 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
39 BM J max 0 5 5 790.625 0 5 0 5 5 0 5 5 0 5 5 0 5 5
40 min 0 0 1 -790.625 5 3 0 0 1 0 0 1 0 0 1 -988.281 2.5 3
41 COL K 1 max 979.687 5 5 0 5 5 0 5 5 0 5 5 0 5 5 0 5 5
42 min 267.187 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
43 COL K 2 max 979.687 5 5 0 5 5 0 5 5 0 5 5 0 5 5 0 5 5
44 min 267.187 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
45 BM K max 0 5 5 979.688 0 5 0 5 5 0 5 5 0 5 5 0 5 5
46 min 0 0 1 -979.688 5 3 0 0 1 0 0 1 0 0 1 -1224.609 2.5 3
47 COL G 4 max 13656.25 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
48 min 2156.25 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
49 COL G 3 maA 13656.25 10 5 0 10 5 0 10 5 0 10 5 0 10 5 0 10 5
50 minl 2156.25 1 0 1 0 0 1 0 0 1 0 0 1 0 0 1 0 0 1
51 BM G RIGHTma 0 25 5 13656.25 0 5 0 25 5 0 25 5 0 1 25 1 5 1 L 0 25 5
�521 mini 3656.25 25 1 3 1 0 0 1 0 0 1 0 0 1 1 -85351.563 12.5 3
Envelope Member End Reactions
Member Member End Axialflbl LC v Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
1 BM B I max 0 5 3203.813 5 0 5 0 5 0 5 0 5
2 min 0 1 788.813 1 0 1 0 1 0 1 0 1
3 J max 0 5 -788.813 4 0 5 0 5 0 5 0 5
4 min 0 1 -3203.812 3 0 1 0 1 0 1 0 1
5 COL B 1 1 max 3203.813 5 0 5 0 5 0 5 0 5 0 5
6 min 788.813 1 0 1 0 1 0 1 0 1 0 1
7 J max 3203.813 5 0 5 0 5 0 5 0 5 0 5
8 min 788.813 1 0 1 0 1 0 1 0 1 0 1
9 COL B 2 1 max 3203.812 5 0 5 0 5 0 5 0 5 0 5
10 min 788.813 1 0 1 0 1 0 1 0 1 0 1
11 J max 3203.812 5 0 5 0 5 0 5 0 5 0 5
12 min 788.813 1 0 1 0 1 0 1 0 1 0 1
13 BM C I max 0 5 1678.188 5 0 5 0 5 0 5 0 5
14 min 0 1 413.187 1 0 1 0 1 0 1 0 1
15 J max 0 5 -413.188 4 0 5 0 5 0 5 0 5
16 min 0 1 -1678.188 3 0 1 0 1 0 1 0 1
17 COL C 1 1 max 1678.188 5 0 5 0 5 0 5 0 5 0 5
18 min 413.187 1 0 1 0 1 0 1 0 1 0 1
19 J max 1678.188 5 0 5 0 5 0 5 0 5 0 5
20 min 413.187 1 0 1 0 1 0 1 0 1 0 1
21 COL C 2 I max 1678.188 5 0 5 0 5 0 5 0 5 0 5
22 min 413.188 1 0 1 0 1 0 1 0 1 0 1
23 J max 1678.188 5 0 5 0 5 0 5 0 5 0 5
24 min 413.188 1 0 1 0 1 0 1 0 1 0 1
25 COL F I max 3415.446 5 0 5 3.056 5 0 5 0 5 0 5
26 min 1335.844 1 0 1 0.582 1 0 1 0 1 0 1
27 J max 3415.446 5 0 5 3.056 5 0 5 30.563 5 0 5
28 min 1335.844 1 0 1 0.582 1 0 1 5.824 1 0 1
29 BM H I max 0 5 2117.7 5 0 5 0 5 0 5 0 5
30 min 0 1 334.375 1 0 1 0 1 0 1 0 1
31 J max 0 5 -334.375 4 0 5 0 5 0 5 0 5
32 min 0 1 -2117.7 3 0 1 0 1 0 1 0 1
33 COL H 1 1 max 2117.7 5 0 5 0 5 0 5 0 5 0 5
34 min 334.375 1 0 1 0 1 0 1 0 1 0 1
35 J max 2117.7 5 0 5 0 5 0 5 0 5 0 5
36 min 334.375 1 0 1 0 1 0 1 0 1 0 1
37 COL H 2 1 max 2117.7 5 0 5 0 5 0 5 0
38 min 334.3751 0 1 0 1 0 1 0 CITY APPROVED PLANS
39 J max 2117.7117.7 5 0 5 0 5 0 5 0
40 min 334.375 1 0 1 0 1 0 1 0
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
RISA-3D Version 20 [MEMBER MODEL.r3d] FOR ALL INSPECTIONS
Page 73 of 5r
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
Model Name : Robert Weed Plywood Interiod Members
Envelope Member End Reactions(Continued)
Member Member End Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Tor ue Ib-ft LC Moment Ib-ft LC z-z Moment Ib-ft LC
41 BM F I max 0 5 3415.446 5 0 5 -5.824 4 0 5 0 5
42 min 0 1 1335.844 1 0 1 -30.563 3 0 1 0 1
43 J max 0 5 -1329.844 4 0 5 -5.824 4 0 5 0 5
44 min 0 1 -3409.446 3 0 1 -30.563 3 0 1 0 1
45 COL G 1 I max 15430.385 5 0 5 0 5 0 5 0 5 0 5
46 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
47 J max 15430.385 5 0 5 0 5 0 5 0 5 0 5
48 min 2848.002 1 0 1 0 1 0 1 0 1 0 1
49 COL G 2 1 max 15291.562 5 0 5 0 5 0 5 0 5 0 5
50 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
51 J max 15291.562 5 0 5 0 5 0 5 0 5 0 5
52 min 2794.342 1 0 1 0 1 0 1 0 1 0 1
53 BM G I max 0 5 15291.562 5 0 5 0 5 0 5 0 5
54 min 0 1 2794.342 1 0 1 0 1 0 1 0 1
55 J max 0 5 -2848.002 4 0 5 0 5 0 5 0 5
56 min 0 1 -15430.385 3 0 1 0 1 0 1 0 1
57 COL 11 1 max 811.45 5 0 5 0 5 0 5 0 5 0 5
58 min 128.125 1 0 1 0 1 0 1 0 1 0 1
59 J max 811.45 5 0 5 0 5 0 5 0 5 0 5
60 min 128.125 1 0 1 0 1 0 1 0 1 0 1
61 COL 12 1 max 811.45 5 0 5 0 5 0 5 0 5 0 5
62 min 128.125 1 0 1 0 1 0 1 0 1 0 1
63 J max 811.45 5 0 5 0 5 0 5 0 5 0 5
64 min 128.125 1 0 1 0 1 0 1 0 1 0 1
65 BM I I max 0 5 811.45 5 0 5 0 5 0 5 0 5
66 min 0 1 128.125 1 0 1 0 1 0 1 0 1
67 J max 0 5 -128.125 4 0 5 0 5 0 5 0 5
68 min 0 1 -811.45 3 0 1 0 1 0 1 0 1
69 COL J 1 1 max 790.625 5 0 5 0 5 0 5 0 5 0 5
70 min 215.625 1 0 1 0 1 0 1 0 1 0 1
71 J max 790.625 5 0 5 0 5 0 5 0 5 0 5
72 min 215.625 1 0 1 0 1 0 1 0 1 0 1
73 COL J 2 1 max 790.625 5 0 5 0 5 0 5 0 5 0 5
74 min 215.625 1 0 1 0 1 0 1 0 1 0 1
75 J max 790.625 5 0 5 0 5 0 5 0 5 0 5
76 min 215.625 1 0 1 0 1 0 1 0 1 0 1
77 BM J I max 0 5 790.625 5 0 5 0 5 0 5 0 5
78 min 0 1 215.625 1 0 1 0 1 0 1 0 1
79 J max 0 5 -215.625 4 0 5 0 5 0 5 0 5
80 min 0 1 -790.625 3 0 1 0 1 0 1 0 1
81 COL K 1 1 max 979.687 5 0 5 0 5 0 5 0 5 0 5
82 min 267.187 1 0 1 0 1 0 1 0 1 0 1
83 J max 979.687 5 0 5 0 5 0 5 0 5 0 5
84 min 267.187 1 0 1 0 1 0 1 0 1 0 1
85 COL K 2 1 max 979.687 5 0 5 0 5 0 5 0 5 0 5
86 min 267.187 1 0 1 0 1 0 1 0 1 0 1
87 J max 979.687 5 0 5 0 5 0 5 0 5 0 5
88 min 267.187 1 0 1 0 1 0 1 0 1 0 1
89 BM K I max 0 5 979.688 5 0 5 0 5 0 5 0 5
90 min 0 1 267.187 1 0 1 0 1 0 1 0 1
91 J max 0 5 -267.187 4 0 5 0 5 0 5 0 5
92 min 0 1 -979.688 3 0 1 0 1 0 1 0 1
93 COL G 4 I max 13656.25 5 0 5 0 5 0 5 0 5 0 5
94 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
95 J max 13656.25 5 0 5 0 5 0 5 0 5 0 5
96 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
97 COL G 3 1 max 13656.25 5 0 5 0 5 0 5 0 5 0 5
98 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
99 J max 13656.25 5 0 5 0 5 0 5 0 5 0 5
100 min 2156.25 1 0 1 0 1 0 1 0 1 0 1
11011,13M G RIGHT I max 0 5 113656.251 5 0 5 0 5 0 5 0 5
1021 min 0 1 2156.25 1 0 1 0 1 0 1 0 1
1031 J max 0 5 -2156.25 4 0 5 0 5 0 5 0 5
1041 min 0 1 -13656.25 3 0 1 0 1 0 1 0 1
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 17
Page 74 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member 2nd/1st Moment Ratios
Member Moment[lb-ft 2nd/1st Ratio Loc ft LC z-z Moment[lb-ft 2nd/1st Ratio Loc ft LC
1 BM B max NC NC -6339.375 1 5.25 2
2 min NC NC -2070.633 1 5.25 1
3 COL B 1 max NC NC NC NC
4 min NC NC NC NC
5 COL B 2 max NC NC NC NC
6 min NC NC NC NC
7 BM C max NC NC -568.133 1 2.75 4
8 min NC NC -2307.508 1 2.75 3
9 COL C 1 max NC NC NC NC
10 min NC NC NC NC
11 COL C 2 max NC NC NC NC
12 min NC NC NC NC
13 COL F max 30.563 1 10 5 NC NC
14 min 5.824 1 10 1 NC NC
15 BM H max NC NC -417.969 1 2.5 4
16 min NC NC -2647.125 1 2.5 3
17 COL H 1 max NC NC NC NC
18 min NC NC NC NC
19 COL H 2 max NC NC NC NC
20 min NC NC NC NC
21 BM F max NC NC -5978.857 1 5.75 2
22 min NC NC -10104.033 1 5.75 3
23 COL G 1 max NC NC NC NC
24 min NC NC NC NC
25 COL G 2 max NC NC NC NC
26 min NC NC NC NC
27 BM G max NC NC -84715.264 1 13.021 2
28 min NC NC -106454.851 1 13.021 3
29 COL 11 max NC NC NC NC
30 min NC NC NC NC
31 COL 12 max NC NC NC NC
32 min NC NC NC NC
33 BM I max NC NC -160.156 1 2.5 4
34 min NC NC -1014.312 1 2.5 3
35 COL J 1 max NC NC NC NC
36 min NC NC NC NC
37 COL J 2 max NC NC NC NC
38 min NC NC NC NC
39 BM J max NC NC -269.531 1 2.5 4
40 min NC NC -988.281 1 2.5 3
41 COL K 1 max NC NC NC NC
42 min NC NC NC NC
43 COL K 2 max NC NC NC NC
44 min NC NC NC NC
45 BM K max NC NC -333.984 1 2.5 4
46 min NC NC -1224.609 1 2.5 3
47 COL G 4 max NC NC NC NC
48 min NC NC NC NC
49 COL G 3 max NC NC NC NC
50 min NC NC NC NC
51 BM G RIGHT max NC NC -71875 1 12.5 2
52 min NC NC -85351.563 1 12.5 3
Envelope Member Torsion Stresses
Member Sec Tor ue Ib-ft LC Torsion Shear si LC Warp Shear si z-z Warp Shear si z-Top Warp Bend si z-Bot Warp Bend[psi]
1 BM B 1 max 0 5 0 5 NC NC NC NC
2 min 0 1 0 1 NC NC NC NC
3 2 max 0 5 0 5 NC NC NC NC
4 min 0 1 0 1 NC NC NC NC
5 3 max 0 5 0 5 NC NC NC NC
6 min 0 1 0 1 NC NC NC NC
7 4 max 0 5 0 5 NC NC NC NC
8 min 0 1 0 1 NC NC NC NC
9 5 max 0 5 0 5 NC NC NC NC
10 min 0 1 0 1 NC NC NC NC
11 COL B 1 1 max 0 5 0 5 NC NC NC NC
12 min 0 1 0 1 NC NC NC NC
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Reviewed Jor Code Compliance
Page 7 5 of 9 7 PLANS MUST ION SITE
FOR ALL INSPECTIONS
TIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Torsion Stresses(Continued)
Member Sec Tor ue Ib-ft LC Torsion Shearrosil LC Warp Shear si z-z Warp Shear[psi] z-Top Warp Bend si z-Bot War Bend[psi]
13 2 max 1 0 5 0 5 NC NC NC NC
14 min 0 1 0 1 NC NC NC NC
15 3 max 0 5 0 5 NC NC NC NC
16 min 0 1 0 1 NC NC NC NC
17 4 max 0 5 0 5 NC NC NC NC
18 min 0 1 0 1 NC NC NC NC
19 5 max 0 5 0 5 NC NC NC NC
20 min 0 1 0 1 NC NC NC NC
21 COL B 2 1 max 0 5 0 5 NC NC NC NC
22 min 0 1 0 1 NC NC NC NC
23 2 max 0 5 0 5 NC NC NC NC
24 min 0 1 0 1 NC NC NC NC
25 3 max 0 5 0 5 NC NC NC NC
26 min 0 1 0 1 NC NC NC NC
27 4 max 0 5 0 5 NC NC NC NC
28 min 0 1 0 1 NC NC NC NC
29 5 max 0 5 0 5 NC NC NC NC
30 min 0 1 0 1 NC NC NC NC
31 BM C 1 max 0 5 0 5 NC NC NC NC
32 min 0 1 0 1 NC NC NC NC
33 2 max 0 5 0 5 NC NC NC NC
34 min 0 1 0 1 NC NC NC NC
35 3 max 0 5 0 5 NC NC NC NC
36 min 0 1 0 1 NC NC NC NC
37 4 max 0 5 0 5 NC NC NC NC
38 min 0 1 0 1 NC NC NC NC
39 5 max 0 5 0 5 NC NC NC NC
40 min 0 1 0 1 NC NC NC NC
41 COL C 1 1 max 0 5 0 5 NC NC NC NC
42 min 0 1 0 1 NC NC NC NC
43 2 max 0 5 0 5 NC NC NC NC
44 min 0 1 0 1 NC NC NC NC
45 3 max 0 5 0 5 NC NC NC NC
46 min 0 1 0 1 NC NC NC NC
47 4 max 0 5 0 5 NC NC NC NC
48 min 0 1 0 1 NC NC NC NC
49 5 max 0 5 0 5 NC NC NC NC
50 min 0 1 0 1 NC NC NC NC
51 COL C 2 1 max 0 5 0 5 NC NC NC NC
52 min 0 1 0 1 NC NC NC NC
53 2 max 0 5 0 5 NC NC NC NC
54 min 0 1 0 1 NC NC NC NC
55 3 max 0 5 0 5 NC NC NC NC
56 min 0 1 0 1 NC NC NC NC
57 4 max 0 5 0 5 NC NC NC NC
58 min 0 1 0 1 NC NC NC NC
59 5 max 0 5 0 5 NC NC NC NC
60 min 0 1 0 1 NC NC NC NC
61 COL F 1 max 0 5 0 5 NC NC NC NC
62 min 0 1 0 1 NC NC NC NC
63 2 max 0 5 0 5 NC NC NC NC
64 min 0 1 0 1 NC NC NC NC
65 3 max 0 5 0 5 NC NC NC NC
66 min 0 1 0 1 NC NC NC NC
67 4 max 0 5 0 5 NC NC NC NC
68 min 0 1 0 1 NC NC NC NC
69 5 max 0 5 0 5 NC NC NC NC
70 min 0 1 0 1 NC NC NC NC
71 BM H 1 max 0 5 0 5 NC NC NC NC
72 min 0 1 0 1 NC NC NC NC
73 2 max 0 5 0 5 NC NC NC NC
74 min 0 1 0 1 NC NC NC NC
75 3 max 0 5 0 5 NC NC NC NC
76 min 0 1 0 1 NC NC NC NC
77 4 max 0 5 0 5 NC NC NC NC
78 min 0 1 0 1 NC NC NC NC
79 5 max 0 5 0 5 NC NC NC NC
80 min 0 1 0 1 NC NC NC NC
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Reviewed for Code Compliance
Page 76 of 97 PLANS MIST BE ON JOB SITE
FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Torsion Stresses(Continued)
Member Sec Tor ue Ib-ft LC Torsion Shearrosil LC Warp Shear si z-z Warp Shear[psi] z-Top Warp Bend si z-Bot Warp Bend[psi]
81 COL H 1 1 max 0 5 0 5 NC NC NC NC
82 min 0 1 0 1 NC NC NC NC
83 2 max 0 5 0 5 NC NC NC NC
84 min 0 1 0 1 NC NC NC NC
85 3 max 0 5 0 5 NC NC NC NC
86 min 0 1 0 1 NC NC NC NC
87 4 max 0 5 0 5 NC NC NC NC
88 min 0 1 0 1 NC NC NC NC
89 5 max 0 5 0 5 NC NC NC NC
90 min 0 1 0 1 NC NC NC NC
91 COL H 2 1 max 0 5 0 5 NC NC NC NC
92 min 0 1 0 1 NC NC NC NC
93 2 max 0 5 0 5 NC NC NC NC
94 min 0 1 0 1 NC NC NC NC
95 3 max 0 5 0 5 NC NC NC NC
96 min 0 1 0 1 NC NC NC NC
97 4 max 0 5 0 5 NC NC NC NC
98 min 0 1 0 1 NC NC NC NC
99 5 max 0 5 0 5 NC NC NC NC
100 min 0 1 0 1 NC NC NC NC
101 BM F 1 max -5.824 4 -1.755 4 NC NC NC NC
102 min -30.563 3 -9.208 3 NC NC NC NC
103 2 max -5.824 4 -1.755 4 NC NC NC NC
104 min -30.563 3 -9.208 3 NC NC NC NC
105 3 max -5.824 4 -1.755 4 NC NC NC NC
106 min -30.563 3 -9.208 3 NC NC NC NC
107 4 max -5.824 4 -1.755 4 NC NC NC NC
108 min -30.563 3 -9.208 3 NC NC NC NC
109 5 max -5.824 4 -1.755 4 NC NC NC NC
110 min -30.563 3 -9.208 3 NC NC NC NC
111 COL G 1 1 max 0 5 0 5 NC NC NC NC
112 min 0 1 0 1 NC NC NC NC
113 2 max 0 5 0 5 NC NC NC NC
114 min 0 1 0 1 NC NC NC NC
115 3 max 0 5 0 5 NC NC NC NC
116 min 0 1 0 1 NC NC NC NC
117 4 max 0 5 0 5 NC NC NC NC
118 min 0 1 0 1 NC NC NC NC
119 5 max 0 5 0 5 NC NC NC NC
120 min 0 1 0 1 NC NC NC NC
121 COL G 2 1 max 0 5 0 5 NC NC NC NC
122 min 0 1 0 1 NC NC NC NC
123 2 max 0 5 0 5 NC NC NC NC
124 min 0 1 0 1 NC NC NC NC
125 3 max 0 5 0 5 NC NC NC NC
126 min 0 1 0 1 NC NC NC NC
127 4 max 0 5 0 5 NC NC NC NC
128 min 0 1 0 1 NC NC NC NC
129 5 max 0 5 0 5 NC NC NC NC
130 min 0 1 0 1 NC NC NC NC
131 BM G 1 max 0 5 0 5 NC NC NC NC
132 min 0 1 0 1 NC NC NC NC
133 2 max 0 5 0 5 NC NC NC NC
134 min 0 1 0 1 NC NC NC NC
135 3 max 0 5 0 5 NC NC NC NC
136 min 0 1 0 1 NC NC NC NC
137 4 max 0 5 0 5 NC NC NC NC
138 min 0 1 0 1 NC NC NC NC
139 5 max 0 5 0 5 NC NC NC NC
140 min 0 1 0 1 NC NC NC NC
141 COL 11 1 max 0 5 0 5 NC NC NC NC
142 min 0 1 0 1 NC NC NC NC
143 2 max 0 5 0 5 NC NC NC NC
144 min 0 1 0 1 NC NC NC NC
145 3 max 0 5 0 5 NC NC NC NC
146 min 0 1 0 1 NC NC NC NC
147 4 max 0 5 0 5 NC NC NC NC
148 min 0 1 0 1 NC NC NC
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
RISA-3D Version 20 [MEMBER MODEL.r3d] FOR ALL INSPECTIONS
Page 77 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Torsion Stresses(Continued)
Member Sec Tor ue Ib-ft LC Torsion Shearrosil LC Warp Shear si z-z Warp Shear[psi] z-Top Warp Bend si z-Bot War Bend[psi]
149 5 max 0 5 0 5 NC NC NC NC
150 min 0 1 0 1 NC NC NC NC
151 COL 12 1 max 0 5 0 5 NC NC NC NC
152 min 0 1 0 1 NC NC NC NC
153 2 max 0 5 0 5 NC NC NC NC
154 min 0 1 0 1 NC NC NC NC
155 3 max 0 5 0 5 NC NC NC NC
156 min 0 1 0 1 NC NC NC NC
157 4 max 0 5 0 5 NC NC NC NC
158 min 0 1 0 1 NC NC NC NC
159 5 max 0 5 0 5 NC NC NC NC
160 min 0 1 0 1 NC NC NC NC
161 BM 1 1 max 0 5 0 5 NC NC NC NC
162 min 0 1 0 1 NC NC NC NC
163 2 max 0 5 0 5 NC NC NC NC
164 min 0 1 0 1 NC NC NC NC
165 3 max 0 5 0 5 NC NC NC NC
166 min 0 1 0 1 NC NC NC NC
167 4 max 0 5 0 5 NC NC NC NC
168 min 0 1 0 1 NC NC NC NC
169 5 max 0 5 0 5 NC NC NC NC
170 min 0 1 0 1 NC NC NC NC
171 COL J 1 1 max 0 5 0 5 NC NC NC NC
172 min 0 1 0 1 NC NC NC NC
173 2 max 0 5 0 5 NC NC NC NC
174 min 0 1 0 1 NC NC NC NC
175 3 max 0 5 0 5 NC NC NC NC
176 min 0 1 0 1 NC NC NC NC
177 4 max 0 5 0 5 NC NC NC NC
178 min 0 1 0 1 NC NC NC NC
179 5 max 0 5 0 5 NC NC NC NC
180 min 0 1 0 1 NC NC NC NC
181 COL J 2 1 max 0 5 0 5 NC NC NC NC
182 min 0 1 0 1 NC NC NC NC
183 2 max 0 5 0 5 NC NC NC NC
184 min 0 1 0 1 NC NC NC NC
185 3 max 0 5 0 5 NC NC NC NC
186 min 0 1 0 1 NC NC NC NC
187 4 max 0 5 0 5 NC NC NC NC
188 min 0 1 0 1 NC NC NC NC
189 5 max 0 5 0 5 NC NC NC NC
190 min 0 1 0 1 NC NC NC NC
191 BM J 1 max 0 5 0 5 NC NC NC NC
192 min 0 1 0 1 NC NC NC NC
193 2 max 0 5 0 5 NC NC NC NC
194 min 0 1 0 1 NC NC NC NC
195 3 max 0 5 0 5 NC NC NC NC
196 min 0 1 0 1 NC NC NC NC
197 4 max 0 5 0 5 NC NC NC NC
198 min 0 1 0 1 NC NC NC NC
199 5 max 0 5 0 5 NC NC NC NC
200 min 0 1 0 1 NC NC NC NC
201 COL K 1 1 max 0 5 0 5 NC NC NC NC
202 min 0 1 0 1 NC NC NC NC
203 2 max 0 5 0 5 NC NC NC NC
204 min 0 1 0 1 NC NC NC NC
205 3 max 0 5 0 5 NC NC NC NC
206 min 0 1 0 1 NC NC NC NC
207 4 max 0 5 0 5 NC NC NC NC
208 min 0 1 0 1 NC NC NC NC
209 5 max 0 5 0 5 NC NC NC NC
210 min 0 1 0 1 NC NC NC NC
211 COL K 2 1 max 0 5 0 5 NC NC NC NC
212 min 0 1 0 1 NC NC NC NC
213 2 max 0 5 0 5 NC NC NC NC
214 min 0 1 0 1 NC NC NC NC
215 3 max 0 5 0 5 NC NC NC NC
216 min 0 1 0 1 NC NC NC NC
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 78 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Torsion Stresses(Continued)
Member Sec Tor ue Ib-ft LC Torsion Shearrosil LC Warp Shear si z-z Warp Shear[psi] z-Top Warp Bend si z-Bot War Bend[psi]
217 4 max 0 5 0 5 NC NC NC NC
218 min 0 1 0 1 NC NC NC NC
219 5 max 0 5 0 5 NC NC NC NC
220 min 0 1 0 1 NC NC NC NC
221 BM K 1 max 0 5 0 5 NC NC NC NC
222 min 0 1 0 1 NC NC NC NC
223 2 max 0 5 0 5 NC NC NC NC
224 min 0 1 0 1 NC NC NC NC
225 3 max 0 5 0 5 NC NC NC NC
226 min 0 1 0 1 NC NC NC NC
227 4 max 0 5 0 5 NC NC NC NC
228 min 0 1 0 1 NC NC NC NC
229 5 max 0 5 0 5 NC NC NC NC
230 min 0 1 0 1 NC NC NC NC
231 COL G 4 1 max 0 5 0 5 NC NC NC NC
232 min 0 1 0 1 NC NC NC NC
233 2 max 0 5 0 5 NC NC NC NC
234 min 0 1 0 1 NC NC NC NC
235 3 max 0 5 0 5 NC NC NC NC
236 min 0 1 0 1 NC NC NC NC
237 4 max 0 5 0 5 NC NC NC NC
238 min 0 1 0 1 NC NC NC NC
239 5 max 0 5 0 5 NC NC NC NC
240 min 0 1 0 1 NC NC NC NC
241 COL G 3 1 max 0 5 0 5 NC NC NC NC
242 min 0 1 0 1 NC NC NC NC
243 2 max 0 5 0 5 NC NC NC NC
244 min 0 1 0 1 NC NC NC NC
245 3 max 0 5 0 5 NC NC NC NC
246 min 0 1 0 1 NC NC NC NC
247 4 max 0 5 0 5 NC NC NC NC
248 min 0 1 0 1 NC NC NC NC
249 5 max 0 5 0 5 NC NC NC NC
250 min 0 1 0 1 NC NC NC NC
251 BM G RIGHT 1 max 0 5 0 5 NC NC NC NC
252 min 0 1 0 1 NC NC NC NC
253 2 max 0 5 0 5 NC NC NC NC
254 min 0 1 0 1 NC NC NC NC
255 3 max 0 5 0 5 NC NC NC NC
256 min 0 1 0 1 NC NC NC NC
257 4 max 0 5 0 5 NC NC NC NC
258 min 0 1 0 1 NC NC NC NC
259 5 max 0 5 0 5 NC NC NC NC
260 min 0 1 0 1 NC NC NC NC
Envelope Member Section Stresses
Member Sec Axial[psil LC y Shearl'osil LC z Shear si LC -To si LC y-Both3sil LC z-To si LC z-Bot si LC
1 BM B 1 maxI 0 5 115.626 5 0 5 0 5 0 5 0 5 0 5
2 min 0 1 28.468 1 0 1 0 1 0 1 0 1 0 1
3 2 max 0 5 57.813 5 0 5 920.142 5 -226.549 4 0 5 0 5
4 min 0 1 14.234 1 0 1 226.549 1 -920.142 3 0 1 0 1
5 3 max 0 5 0 5 0 5 1226.856 5 -302.065 4 0 5 0 5
6 min 0 1 0 1 0 1 302.065 1 -1226.856 3 0 1 0 1
7 4 max 0 5 -14.234 4 0 5 920.142 5 -226.549 4 0 5 0 5
8 min 0 1 -57.813 3 0 1 226.549 1 -920.142 3 0 1 0 1
9 5 max 0 5 -28.468 4 0 5 0 5 0 5 0 5 0 5
10 min 0 1 -115.626 3 0 1 0 1 0 1 0 1 0 1
11 COL B 1 1 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
12 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
13 2 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
14 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
15 3 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
16 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
17 4 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
18 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
19 5 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
20 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
21 COL B 2 1 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Reviewedfor Code Compliance
Page 79 of 97 PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Stresses(Continued)
Member Sec Axial[psij LC v Shearrosil LC z Shear si LC -To si LC -Bot si LC z-To si LC z-Botrpsil LC
22 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
23 2 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
24 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
25 3 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
26 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
27 4 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
28 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
29 5 max 55.477 5 0 5 0 5 0 5 0 5 0 5 0 5
30 min 13.659 1 0 1 0 1 0 1 0 1 0 1 0 1
31 BM C 1 max 0 5 121.132 5 0 5 0 5 0 5 0 5 0 5
32 min 0 1 29.824 1 0 1 0 1 0 1 0 1 0 1
33 2 max 0 5 60.566 5 0 5 504.931 5 -124.319 4 0 5 0 5
34 min 0 1 14.912 1 0 1 124.319 1 -504.931 3 0 1 0 1
35 3 max 0 5 0 5 0 5 673.241 5 -165.759 4 0 5 0 5
36 min 0 1 0 1 0 1 165.759 1 -673.241 3 0 1 0 1
37 4 max 0 5 -14.912 4 0 5 504.931 5 -124.319 4 0 5 0 5
38 min 0 1 -60.566 3 0 1 124.319 1 -504.931 3 0 1 0 1
39 5 max 0 5 -29.824 4 0 5 0 5 0 5 0 5 0 5
40 min 0 1 -121.132 3 0 1 0 1 0 1 0 1 0 1
41 COL C 1 1 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
42 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
43 2 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
44 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
45 3 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
46 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
47 4 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
48 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
49 5 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
50 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
51 COL C 2 1 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
52 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
53 2 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
54 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
55 3 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
56 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
57 4 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
58 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
59 5 max 101.708 5 0 5 0 5 0 5 0 5 0 5 0 5
60 min 25.042 1 0 1 0 1 0 1 0 1 0 1 0 1
61 COL F 1 max 59.142 5 0 5 0.079 5 0 5 0 5 0 5 0 5
62 min 23.131 1 0 1 0.015 1 0 1 0 1 0 1 0 1
63 2 max 59.142 5 0 5 0.079 5 0 5 0 5 0.907 5 -0.173 4
64 min 23.131 1 0 1 0.015 1 0 1 0 1 0.173 1 -0.907 3
65 3 max 59.142 5 0 5 0.079 5 0 5 0 5 1.815 5 -0.346 4
66 min 23.131 1 0 1 0.015 1 0 1 0 1 0.346 1 -1.815 3
67 4 max 59.142 5 0 5 0.079 5 0 5 0 5 2.722 5 -0.519 4
68 min 23.131 1 0 1 0.015 1 0 1 0 1 0.519 1 -2.722 3
69 5 max 59.142 5 0 5 0.079 5 0 5 0 5 3.629 5 -0.692 4
70 min 23.131 1 0 1 0.015 1 0 1 0 1 0.692 1 -3.629 3
71 BM H 1 max 0 5 152.857 5 0 5 0 5 0 5 0 5 0 5
72 min 0 1 24.135 1 0 1 0 1 0 1 0 1 0 1
73 2 max 0 5 76.428 5 0 5 579.246 5 -91.46 4 0 5 0 5
74 min 0 1 12.068 1 0 1 91.46 1 -579.246 3 0 1 0 1
75 3 max 0 5 0 5 0 5 772.328 5 -121.947 4 0 5 0 5
76 min 0 1 0 1 0 1 121.947 1 -772.328 3 0 1 0 1
77 4 max 0 5 -12.068 4 0 5 579.246 5 -91.46 4 0 5 0 5
78 min 0 1 -76.428 3 0 1 91.46 1 -579.246 3 0 1 0 1
79 5 max 0 5 -24.135 4 0 5 0 5 0 5 0 5 0 5
80 min 0 1 -152.857 3 0 1 0 1 0 1 0 1 0 1
81 COL H 1 1 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
82 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
83 2 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
84 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
85 3 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
86 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
87 4 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
88 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
89 5 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 80 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Stresses(Continued)
Member Sec Axial[psij LC v Shearrosil LC z Shear si LC -To si LC -Bot si LC z-To si LC z-Botrpsil LC
90 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
91 COL H 2 1 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
92 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
93 2 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
94 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
95 3 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
96 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
97 4 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
98 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
99 5 max 85.564 5 0 5 0 5 0 5 0 5 0 5 0 5
100 min 13.51 1 0 1 0 1 0 1 0 1 0 1 0 1
101 BM F 1 max 0 5 123.264 5 0 5 0 5 0 5 0 5 0 5
102 min 0 1 48.211 1 0 1 0 1 0 1 0 1 0 1
103 2 max 0 5 67.1 5 0 5 1106.115 5 -451.966 4 0 5 0 5
104 min 0 1 29.573 1 0 1 451.966 1 -1106.115 3 0 1 0 1
105 3 max 0 5 0.108 4 0 5 1473.981 5 -601.783 4 0 5 0 5
106 min 0 1 0 2 0 1 601.783 1 -1473.981 3 0 1 0 1
107 4 max 0 5 -29.357 4 0 5 1103.599 5 -449.45 4 0 5 0 5
108 min 0 1 -66.883 3 0 1 449.45 1 -1103.599 3 0 1 0 1
109 5 max 0 5 -47.994 4 0 5 0 5 0 5 0 5 0 5
110 min 0 1 -123.048 3 0 1 0 1 0 1 0 1 0 1
111 COL G 1 1 max 4578.749 5 0 5 0 5 0 5 0 5 0 5 0 5
112 min 845.104 1 0 1 0 1 0 1 0 1 0 1 0 1
113 2 max 4578.749 5 0 5 0 5 0 5 0 5 0 5 0 5
114 min 845.104 1 0 1 0 1 0 1 0 1 0 1 0 1
115 3 max 4578.749 5 0 5 0 5 0 5 0 5 0 5 0 5
116 min 845.104 1 0 1 0 1 0 1 0 1 0 1 0 1
117 4 max 4578.749 5 0 5 0 5 0 5 0 5 0 5 0 5
118 min 845.104 1 0 1 0 1 0 1 0 1 0 1 0 1
119 5 max 4578.749 5 0 5 0 5 0 5 0 5 0 5 0 5
120 min 845.104 1 0 1 0 1 0 1 0 1 0 1 0 1
121 COL G 2 1 max 4537.555 5 0 5 0 5 0 5 0 5 0 5 0 5
122 min 829.182 1 0 1 0 1 0 1 0 1 0 1 0 1
123 2 max 4537.555 5 0 5 0 5 0 5 0 5 0 5 0 5
124 min 829.182 1 0 1 0 1 0 1 0 1 0 1 0 1
125 3 max 4537.555 5 0 5 0 5 0 5 0 5 0 5 0 5
126 min 829.182 1 0 1 0 1 0 1 0 1 0 1 0 1
127 4 max 4537.555 5 0 5 0 5 0 5 0 5 0 5 0 5
128 min 829.182 1 0 1 0 1 0 1 0 1 0 1 0 1
129 5 max 4537.555 5 0 5 0 5 0 5 0 5 0 5 0 5
130 min 829.182 1 0 1 0 1 0 1 0 1 0 1 0 1
131 BM G 1 max 0 5 2891.201 5 0 5 0 5 0 5 0 5 0 5
132 min 0 1 528.331 1 0 1 0 1 0 1 0 1 0 1
133 2 max 0 5 1600.196 5 0 5 9176.55 5 -1742.433 4 0 5 0 5
134 min 0 1 324.488 1 0 1 1742.433 1 -9176.55 3 0 1 0 1
135 3 max 0 5 309.191 5 0 5 13077.66 5 -2651.902 4 0 5 0 5
136 min 0 1 120.645 1 0 1 2651.902 1 -13077.66 3 0 1 0 1
137 4 max 0 5 334.634 4 0 5 9283.967 5 1783.917 4 0 5 0 5
138 min 0 1 -1626.443 3 0 1 1783.917 1 -9283.967 3 0 1 0 1
139 5 max 0 5 -538.476 4 0 5 0 5 0 5 0 5 0 5
140 min 0 1 -2917.448 3 0 1 0 1 0 1 0 1 0 1
141 COL 11 1 maxl 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
142 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
143 2 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
144 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
145 3 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
146 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
147 4 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
148 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
149 5 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
150 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
151 COL 12 1 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
152 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
153 2 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
154 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
155 3 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
156 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
157 4 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d]
Page 81 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Stresses(Continued)
Member Sec Axial[psil LC v Shearrosil LC z Shear si LC -To si LC -Bot si LC z-To si LC z-Botrpsil LC
158 min 1 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
159 5 max 98.358 5 0 5 0 5 0 5 0 5 0 5 0 5
160 min 15.53 1 0 1 0 1 0 1 0 1 0 1 0 1
161 BM I 1 max 0 5 49.681 5 0 5 0 5 0 5 0 5 0 5
162 min 0 1 7.844 1 0 1 0 1 0 1 0 1 0 1
163 2 max 0 5 24.84 5 0 5 159.688 5 -25.214 4 0 5 0 5
164 min 0 1 3.922 1 0 1 25.214 1 -159.688 3 0 1 0 1
165 3 max 0 5 0 5 0 5 212.917 5 -33.619 4 0 5 0 5
166 min 0 1 0 1 0 1 33.619 1 -212.917 3 0 1 0 1
167 4 max 0 5 -3.922 4 0 5 159.688 5 -25.214 4 0 5 0 5
168 min 0 1 -24.84 3 0 1 25.214 1 -159.688 3 0 1 0 1
169 5 max 0 5 -7.844 4 0 5 0 5 0 5 0 5 0 5
170 min 0 1 -49.681 3 0 1 0 1 0 1 0 1 0 1
171 COL J 1 1 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
172 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
173 2 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
174 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
175 3 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
176 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
177 4 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
178 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
179 5 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
180 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
181 COL J 2 1 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
182 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
183 2 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
184 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
185 3 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
186 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
187 4 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
188 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
189 5 max 95.833 5 0 5 0 5 0 5 0 5 0 5 0 5
190 min 26.136 1 0 1 0 1 0 1 0 1 0 1 0 1
191 BM J 1 max 0 5 70.278 5 0 5 0 5 0 5 0 5 0 5
192 min 0 1 19.167 1 0 1 0 1 0 1 0 1 0 1
193 2 max 0 5 35.139 5 0 5 281.111 5 -76.667 4 0 5 0 5
194 min 0 1 9.583 1 0 1 76.667 1 -281.111 3 0 1 0 1
195 3 max 0 5 0 5 0 5 374.815 5 -102.222 4 0 5 0 5
196 min 0 1 0 1 0 1 102.222 1 -374.815 3 0 1 0 1
197 4 max 0 5 -9.583 4 0 5 281.111 5 -76.667 4 0 5 0 5
198 min 0 1 -35.139 3 0 1 76.667 1 -281.111 3 0 1 0 1
199 5 max 0 5 -19.167 4 0 5 0 5 0 5 0 5 0 5
200 min 0 1 -70.278 3 0 1 0 1 0 1 0 1 0 1
201 COL K 1 1 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
202 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
203 2 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
204 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
205 3 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
206 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
207 4 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
208 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
209 5 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
210 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
211 COL K 2 1 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
212 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
213 2 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
214 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
215 3 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
216 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
217 4 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
218 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
219 5 max 118.75 5 0 5 0 5 0 5 0 5 0 5 0 5
220 min 32.386 1 0 1 0 1 0 1 0 1 0 1 0 1
221 BM K 1 max 0 5 87.083 5 0 5 0 5 0 5 0 5 0 5
222 min 0 1 23.75 1 0 1 0 1 0 1 0 1 0 1
223 2 max 0 5 43.542 5 0 5 348.333 5 -95 4 0 5 0 5
224 min 0 1 11.875 1 0 1 95 1 -348.333 3 0 1 0 1
225 3 max 0 5 0 5 0 5 464.444 5 -126.667 4 0 5 0 5
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 82 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Stresses(Continued)
Member Sec Axial[psij LC v Shearrosil LC z Shearfpsij LC -To si LC -Bot si LC z-To si LC z-Botrpsil LC
226 min 0 1 0 1 0 1 126.667 1 -464.444 3 0 1 0 1
227 4 max 0 5 -11.875 4 0 5 348.333 5 -95 4 0 5 0 5
228 min 0 1 -43.542 3 0 1 95 1 -348.333 3 0 1 0 1
229 5 max 0 5 -23.75 4 0 5 0 5 0 5 0 5 0 5
230 min 0 1 -87.083 3 0 1 0 1 0 1 0 1 0 1
231 COL G 4 1 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
232 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
233 2 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
234 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
235 3 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
236 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
237 4 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
238 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
239 5 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
240 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
241 COL G 3 1 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
242 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
243 2 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
244 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
245 3 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
246 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
247 4 maxl 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
248 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
249 5 max 4052.3 5 0 5 0 5 0 5 0 5 0 5 0 5
250 min 639.837 1 0 1 0 1 0 1 0 1 0 1 0 1
251 BM G RIGHT 1 max 0 5 2582.01 5 0 5 0 5 0 5 0 5 0 5
252 min 0 1 407.686 1 0 1 0 1 0 1 0 1 0 1
253 2 max 0 5 1291.005 5 0 5 7913.248 5 -1249.46 4 0 5 0 5
254 min 0 1 203.843 1 0 1 1249.46 1 -7913.248 3 0 1 0 1
255 3 max 0 5 0 5 0 5 10550.997 5 -1665.947 4 0 5 0 5
256 min 0 1 0 1 0 1 1665.947 1 -10550.997 3 0 1 0 1
257 4 max 0 5 -203.843 4 0 5 7913.248 5 -1249.46 4 0 5 0 5
258 min 0 1 -1291.005 3 0 1 1249.46 1 -7913.248 3 0 1 0 1
259 5 max 0 5 -407.686 4 0 5 0 5 0 5 0 5 0 5
260 min 0 1 -2582.01 3 0 1 0 1 0 1 0 1 0 1
Envelope Member Section Deflections-Service
Member Sec x in LC v rinlLC z in LC x Rotate rad LC n L/ 'Ratio LC n L/z'Ratio LC
1 BM B 1 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
2 min 0 1 -0.004 3 0 1 0 1 NC 1 NC 1
3 2 max 0 5 -0.033 4 0 5 0 5 3993.675 4 NC 5
4 min 0 1 -0.132 3 0 1 0 1 983.285 3 NC 1
5 3 max 0 5 -0.045 4 0 5 0 5 2845.494 4 NC 5
6 min 0 1 -0.184 3 0 1 0 1 700.591 3 NC 1
7 4 max 0 5 -0.033 4 0 5 0 5 3993.675 4 NC 5
8 min 0 1 -0.132 3 0 1 0 1 983.285 3 NC 1
9 5 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
10 min 0 1 -0.004 3 0 1 0 1 NC 1 NC 1
11 COL B 1 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
12 min 0 1 0 1 0 1 0 1 NC 1 NC 1
13 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
14 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
15 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
16 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
17 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
18 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
19 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
20 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
21 COL B 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
22 min 0 1 0 1 0 1 0 1 NC 1 NC 1
23 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
24 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
25 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
26 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
27 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
28 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
29 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
30 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 83 of 97 FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Deflections-Service(Continued)
Member Sec x in LC in LC z in LC x Rotate rad LC n L/ 'Ratio LC n L/z'Ratio LC
31 BM C 1 max 0 5 -0.002 4 0 5 0 5 NC 5 NC 5
32 min 0 1 -0.008 3 0 1 0 1 NC 1 NC 1
33 2 max 0 5 -0.007 4 0 5 0 5 NC 4 NC 5
34 min 0 1 -0.027 3 0 1 0 1 3420.812 3 NC 1
35 3 max 0 5 -0.009 4 0 5 0 5 9899.367 4 NC 5
36 min 0 1 -0.035 3 0 1 0 1 2437.329 3 NC 1
37 4 max 0 5 -0.007 4 0 5 0 5 NC 4 NC 5
38 min 0 1 -0.027 3 0 1 0 1 3420.812 3 NC 1
39 5 max 0 5 -0.002 4 0 5 0 5 NC 5 NC 5
40 min 0 1 -0.008 3 0 1 0 1 NC 1 NC 1
41 COL C 1 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
42 min 0 1 0 1 0 1 0 1 NC 1 NC 1
43 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
44 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
45 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
46 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
47 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
48 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
49 5 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
50 min -0.008 3 0 1 0 1 0 1 NC 1 NC 1
51 COL C 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
52 min 0 1 0 1 0 1 0 1 NC 1 NC 1
53 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
54 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
55 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
56 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
57 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
58 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
59 5 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
60 min -0.008 3 0 1 0 1 0 1 NC 1 NC 1
61 COL F 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
62 min 0 1 0 1 0 1 0 1 NC 1 NC 1
63 2 max 0 4 0 5 0 4 0 5 NC 5 NC 5
64 min -0.001 3 0 1 0 3 0 1 NC 1 NC 1
65 3 max -0.001 4 0 5 0 4 0 5 NC 5 NC 5
66 min -0.002 3 0 1 0 3 0 1 NC 1 NC 1
67 4 max -0.001 4 0 5 0 4 0 5 NC 5 NC 5
68 min -0.003 3 0 1 0 3 0 1 NC 1 NC 1
69 5 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
70 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
71 BM H 1 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
72 min 0 1 -0.006 3 0 1 0 1 NC 1 NC 1
73 2 max 0 5 -0.004 4 0 5 0 5 NC 4 NC 5
74 min 0 1 -0.025 3 0 1 0 1 3280.127 3 NC 1
75 3 max 0 5 -0.005 4 0 5 0 5 NC 4 NC 5
76 min 0 1 -0.032 3 0 1 0 1 2337.091 3 NC 1
77 4 max 0 5 -0.004 4 0 5 0 5 NC 4 NC 5
78 min 0 1 -0.025 3 0 1 0 1 3280.127 3 NC 1
79 5 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
80 min 0 1 -0.006 3 0 1 0 1 NC 1 NC 1
81 COL H 1 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
82 min 0 1 0 1 0 1 0 1 NC 1 NC 1
83 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
84 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
85 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
86 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
87 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
88 min -0.005 3 0 1 0 1 0 1 NC 1 NC 1
89 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
90 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
91 COL H 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
92 min 0 1 0 1 0 1 0 1 NC 1 NC 1
93 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
94 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
95 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
96 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
97 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
98 min -0.005 3 0 1 0 1 0 1 NC 1 NC 1
CITY APPROVED PLANS
Reviewed for Code Compliance
RISA-3D Version 20 [MEMBER MODEL.r3d] PLANS MUST BE ON JOB SITE
Page 84 of 9 i FOR ALL INSPECTIONS
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Deflections-Service(Continued)
Member Sec x in LC in LC z in LC x Rotate rad LC n L/ 'Ratio LC n L/z'Ratio LC
99 5 1 max -0.001 4 0 5 0 5 0 5 INC 5 NC 5
100 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
101 BM F 1 max 0 5 -0.002 4 0 5 0 5 INC 5 NC 5
102 min 0 1 -0.004 3 0 1 0 1 NC 1 NC 1
103 2 max 0 5 -0.12 4 0 5 0 5 1821.681 4 NC 5
104 min 0 1 -0.409 3 0 1 0 1 745.819 3 NC 1
105 3 max 0 5 -0.194 4 0 5 0 5 1296.714 4 NC 5
106 min 0 1 -0.704 3 0 1 0 1 531.189 3 NC 1
107 4 max 0 5 -0.206 4 0 5 0 5 1823.484 4 NC 5
108 min 0 1 -0.849 3 0 1 0 1 746.121 3 NC 1
109 5 max 0 5 -0.173 4 0 5 0.001 5 NC 5 NC 5
110 min 0 1 -0.884 3 0 1 0 1 NC 1 NC 1
111 COL G 1 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
112 min 0 1 0 1 0 1 0 1 NC 1 NC 1
113 2 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
114 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
115 3 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
116 min -0.012 3 0 1 0 1 0 1 NC 1 NC 1
117 4 max -0.003 4 0 5 0 5 0 5 INC 5 NC 5
118 min -0.018 3 0 1 0 1 0 1 NC 1 NC 1
119 5 max -0.004 4 0 5 0 5 0 5 NC 5 NC 5
120 min -0.024 3 0 1 0 1 0 1 NC 1 NC 1
121 COL G 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
122 min 0 1 0 1 0 1 0 1 NC 1 NC 1
123 2 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
124 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
125 3 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
126 min -0.012 3 0 1 0 1 0 1 NC 1 NC 1
127 4 max -0.003 4 0 5 0 5 0 5 NC 5 NC 5
128 min -0.018 3 0 1 0 1 0 1 NC 1 NC 1
129 5 max -0.004 4 0 5 0 5 0 5 NC 5 NC 5
130 min -0.023 3 0 1 0 1 0 1 INC 1 NC 1
131 BM G 1 max 0 5 -0.004 4 0 5 0 5 INC 5 NC 5
132 min 0 1 -0.023 3 0 1 0 1 NC 1 NC 1
133 2 max 0 5 -0.122 4 0 5 0 5 2553.498 4 NC 5
134 min 0 1 -0.626 3 0 1 0 1 498.047 3 NC 1
135 3 max 0 5 -0.173 4 0 5 0 5 1775.012 4 NC 5
136 min 0 1 -0.884 3 0 1 0 1 348.735 3 NC 1
137 4 max 0 5 -0.123 4 0 5 0 5 2530.792 4 NC 5
138 min 0 1 -0.629 3 0 1 0 1 495.314 3 NC 1
139 5 max 0 5 -0.004 4 0 5 0 5 NC 5 NC 5
140 min 0 1 -0.024 3 0 1 0 1 NC 1 NC 1
141 COL 11 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
142 min 0 1 0 1 0 1 0 1 NC 1 NC 1
143 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
144 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
145 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
146 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
147 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
148 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
149 5 max -0.001 4 0 5 0 5 0 5 INC 5 NC 5
150 min -0.007 3 0 1 0 1 0 1 NC 1 NC 1
151 COLI2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
152 min 0 1 0 1 0 1 0 1 NC 1 NC 1
153 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
154 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
155 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
156 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
157 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
158 min -0.006 3 0 1 0 1 0 1 NC 1 NC 1
159 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
160 min -0.007 3 0 1 0 1 0 1 NC 1 NC 1
161 BM 1 1 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
162 min 0 1 -0.007 3 0 1 0 1 NC 1 NC 1
163 2 max 0 5 -0.002 4 0 5 0 5 NC 5 NC 5
164 min 0 1 -0.012 3 0 1 0 1 NC 1 NC 1
165 3 max 0 5 -0.002 4 0 5 0 5 INC 4 NC 5
166 min 0 1 -0.013 3 0 1 0 1 9994.509 3 NC 1
CITY APPROVED PLANS
RISA-3D Version 20 [MEMBER MODEL.r3d] Feviewedfor Code Compliance
Page 85 of 97 PL FOR ALL INSPECTIONS SITE
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Deflections-Service(Continued)
Member Sec x in LC in LC z in LC x Rotate rad LC n L/ 'Ratio LC n L/z'Ratio LC
167 4 1 max 0 1 5 -0.002 4 0 5 0 5 INC 5 NC 5
168 min 0 1 -0.012 3 0 1 0 1 NC 1 NC 1
169 5 max 0 5 -0.001 4 0 5 0 5 INC 5 NC 5
170 min 0 1 -0.007 3 0 1 0 1 NC 1 NC 1
171 COL J 1 1 max 0 5 0 5 0 5 0 5 INC 5 NC 5
172 min 0 1 0 1 0 1 0 1 NC 1 NC 1
173 2 max 0 4 0 5 0 5 0 5 INC 5 NC 5
174 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
175 3 max 0 4 0 5 0 5 0 5 NC 5 NC 5
176 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
177 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
178 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
179 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
180 min -0.004 3 0 1 0 1 0 1 INC 1 NC 1
181 COL J 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
182 min 0 1 0 1 0 1 0 1 NC 1 NC 1
183 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
184 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
185 3 max 0 4 0 5 0 5 0 5 INC 5 NC 5
186 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
187 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
188 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
189 5 max -0.001 4 0 5 0 5 0 5 INC 5 NC 5
190 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
191 BM J 1 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
192 min 0 1 -0.004 3 0 1 0 1 INC 1 NC 1
193 2 max 0 5 -0.004 4 0 5 0 5 NC 4 NC 5
194 min 0 1 -0.015 3 0 1 0 1 5392.136 3 NC 1
195 3 max 0 5 -0.005 4 0 5 0 5 NC 4 NC 5
196 min 0 1 -0.019 3 0 1 0 1 3841.897 3 NC 1
197 4 max 0 5 -0.004 4 0 5 0 5 NC 4 NC 5
198 min 0 1 -0.015 3 0 1 0 1 5392.136 3 NC 1
199 5 max 0 5 -0.001 4 0 5 0 5 INC 5 NC 5
200 min 0 1 -0.004 3 0 1 0 1 NC 1 NC 1
201 COL K 1 1 max 0 5 0 5 0 5 0 5 INC 5 NC 5
202 min 0 1 0 1 0 1 0 1 NC 1 NC 1
203 2 max 0 4 0 5 0 5 0 5 INC 5 NC 5
204 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
205 3 max -0.001 4 0 5 0 5 0 5 INC 5 NC 5
206 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
207 4 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
208 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
209 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
210 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
211 COL K 2 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
212 min 0 1 0 1 0 1 0 1 INC 1 NC 1
213 2 max 0 4 0 5 0 5 0 5 NC 5 NC 5
214 min -0.001 3 0 1 0 1 0 1 NC 1 NC 1
215 3 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
216 min -0.002 3 0 1 0 1 0 1 NC 1 NC 1
217 4 max -0.001 4 0 5 0 5 0 5 INC 5 NC 5
218 min -0.003 3 0 1 0 1 0 1 NC 1 NC 1
219 5 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
220 min -0.004 3 0 1 0 1 0 1 NC 1 NC 1
221 BM K 1 max 0 5 -0.001 4 0 5 0 5 INC 5 NC 5
222 min 0 1 -0.004 3 0 1 0 1 NC 1 NC 1
223 2 max 0 5 -0.005 4 0 5 0 5 NC 4 NC 5
224 min 0 1 -0.018 3 0 1 0 1 4351.549 3 NC 1
225 3 max 0 5 -0.006 4 0 5 0 5 NC 4 NC 5
226 min 0 1 -0.024 3 0 1 0 1 3100.478 3 NC 1
227 4 max 0 5 -0.005 4 0 5 0 5 NC 4 NC 5
228 min 0 1 -0.018 3 0 1 0 1 4351.549 3 NC 1
229 5 max 0 5 -0.001 4 0 5 0 5 NC 5 NC 5
230 min 0 1 -0.004 3 0 1 0 1 INC 1 NC 1
231 COL G 4 1 max 0 5 0 5 0 5 0 5 INC 5 NC 5
232 min 0 1 0 1 0 1 0 1 NC 1 NC 1
233 2 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
234 min -0.005 3 0 1 0 1 0 1 NC 1 NC 1
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
RISA-3D Version 20 [MEMBER MODEL.r3d] FOR ALL INSPECTIONS
Page 86 of 97
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope Member Section Deflections-Service(Continued)
Member Sec x in LC in LC z in LC x Rotate rad LC n L/ 'Ratio LC n L/z'Ratio LC
235 3 1 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
236 min -0.01 3 0 1 0 1 0 1 NC 1 NC 1
237 4 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
238 min -0.016 3 0 1 0 1 0 1 NC 1 NC 1
239 5 max -0.003 4 0 5 0 5 0 5 NC 5 NC 5
240 min -0.021 3 0 1 0 1 0 1 NC 1 NC 1
241 COL G 3 1 max 0 5 0 5 0 5 0 5 NC 5 NC 5
242 min 0 1 0 1 0 1 0 1 NC 1 NC 1
243 2 max -0.001 4 0 5 0 5 0 5 NC 5 NC 5
244 min -0.005 3 0 1 0 1 0 1 NC 1 NC 1
245 3 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
246 min -0.01 3 0 1 0 1 0 1 NC 1 NC 1
247 4 max -0.002 4 0 5 0 5 0 5 NC 5 NC 5
248 min -0.016 3 0 1 0 1 0 1 NC 1 NC 1
249 5 max -0.003 4 0 5 0 5 0 5 NC 5 NC 5
250 min -0.021 3 0 1 0 1 0 1 NC 1 NC 1
251 BM G RIGHT 1 max 0 5 -0.003 4 0 5 0 5 NC 5 NC 5
252 min 0 1 -0.021 3 0 1 0 1 NC 1 NC 1
253 2 max 0 5 -0.081 4 0 5 0 5 3846.512 4 NC 5
254 min 0 1 -0.515 3 0 1 0 1 607.344 3 NC 1
255 3 max 0 5 -0.113 4 0 5 0 5 2740.64 4 NC 5
256 min 0 1 -0.714 3 0 1 0 1 432.733 3 NC 1
257 4 max 0 5 -0.081 4 0 5 0 5 3846.512 4 NC 5
258 min 0 1 -0.515 3 0 1 0 1 607.344 3 NC 1
259 5 max 0 5 -0.003 4 0 5 0 5 NC 5 NC 5
260 min 0 1 -0.021 3 0 1 0 1 NC 1 NC 1
Envelope Member Section Deflections-Strength
No Data to Print...
Envelope Beam Deflections
Member Label San Location ft in n L'/ 'Ratio LC
1 BM B 1 max 10.391 -0.001 NC 4
2 1 min 5.25 -0.18 700 3
3 BM C 1 max 5.214 -0.001 NC 4
4 1 min 2.75 -0.027 2437 3
5 BM H 1 max 0.417 -0.001 NC 4
6 1 min 2.5 -0.026 2337 3
7 BM F 1 max 11.38 -0.004 NC 4
8 1 min 5.75 -0.26 531 3
9 BM G 1 max 0.26 -0.005 NC 4
10 1 min 12.76 -0.861 348 3
11 BM 1 1 max 0.313 -0.001 NC 2
12 1 min 2.5 -0.006 9994 3
13 BM J 1 max 0.104 -0.001 NC 5
14 1 min 2.5 -0.016 3841 3
15 BM K 1 max 4.688 -0.001 NC 4
16 1 min 2.5 -0.019 3100 3
17 BM G RIGHT 1 max 0.26 -0.004 NC 4
18 1 min 12.5 -0.693 432 3
Envelope Beam Deflection Checks
Beam Design Rule San Defl in Ratio LC Defl in Ratio LC Defl in Ratio LC
1 BM B Typical 1 -0.044 2845 1 DL -0.136 929 2 LL -0.18 700 3 DL+LL
2 BM C Typical 1 -0.007 9899 1 DL -0.02 3233 2 LL -0.027 2437 3 DL+LL
3 BM H Typical 1 0 NC 1 DL -0.022 2775 2 LL -0.026 2337 3 DL+LL
4 BM F Typical 1 -0.106 1296 1 DL -0.153 899 2 LL -0.26 531 3 DL+LL
5 BM G Typical 1 -0.169 1774 1 DL -0.691 433 2 LL -0.861 348 3 DL+LL
6 BM I Typical 1 0 NC 1 DL 0 NC 2 LL -0.006 9994 3 DL+LL
7 BM J Typical 1 0 NC 1 DL -0.011 5282 2 LL -0.016 3841 3 DL+LL
8 BM K TVpical 1 0 NC 1 DL -0.014 4263 2 LL -0.019 3100 3 DL+LL
9 BM G RIGHT Typical 1 -0.109 2740 1 DL -0.584 513 2 LL -0.693 432 3 DL+LL
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
RISA-3D Version 20 [MEMBER MODEL.r3d] FOR ALL INSPECTIONS
Page 87 of � ,
Company Noesis Engineering Services 6/7/2022
11RISA
Designer David Boyter,PE 6:24:46 PM
Job Number : 22083 Checked By:Jake Lucid...
,,- Model Name : Robert Weed Plywood Interiod Members
Envelope AISC 15TH(360-16):ASD Member Steel Code Checks
Member Shape Code Check Loc ft LC Shear Check Loc ft Dir LC Pnc/om flbl Pnt/om rlbl Mn /om[lb-ft Mnzz/om[lb-ft Cb E n
1 COL G 1 IHSS4X4X4 0.241 10 5 0 10 y 5 64020.94 100898.204 11701.597 11701.597 1 H1-1a*
2 COL G 2 HSS4X4X4 0.239 10 5 0 10 y 5 64020.94 100898.204 11701.597 11701.597 1 H1-1a*
3 BM G W12X72 0.421 13.021 5 0.146 25 y 5 309953.627631736.527 122754.491 252970.511 1.17 H1-1b
4 COL G 4 HSS4X4X4 0.213 10 5 0 10 v 5 64020.94 100898.204 11701.597 11701.597 1 H1-1a*
5 COL G 3 HSS4X4X4 0.213 10 5 0 10 y 5 64020.94 100898.204 11701.597 11701.597 1 H1-1a*
6 BM G RIGHT W12X72 0.347 12.5 5 0.129 25 y 5 309953.627631736.527 122754.491 245690.836 1.136 H1-1b
Envelope AISI S100-16:ASD Member Cold Formed Steel Code Checks
No Data to Print...
Envelope AWC NDS-18:ASD Member Wood Code Checks
Member Shape Code Check Loc ft LC Shear Check Loc[ftj Dir LC Fc'[psi]Ft'[psi]Fb1'[psi]Fb2'[psi]Fv'[psi] RB CL CP E n
1 BM B 2-1.75X1 1.875FS 0.48 5.25 5 0.406 10.5 V 5 370.064 1555 2555.335 2600 285 11.052 0.983 0.147 3.9-3
2 COL B 1 7-2X6 0.068 10 5 0 10 z 5 812.758 747.5 1169.411 1170 180 2.447 0.999 0.547 3.6.3
3 COL B 2 7-2X6 0.068 10 5 0 10 z 5 812.758 747.5 1169.411 1170 180 2.447 0.999 0.547 3.6.3
4 BM C 1.75X11.875FS 0.273 2.75 5 0.425 5.5 y 5 563.943 1555 2464.63 2600 285 15.997 0.948 0.225 3.9-3
5 COL C 1 2-2X6 0.592 10 5 0 10 z 5 171.947 747.5 1161.966 1170 180 8.563 0.993 0.116 3.6.3
6 COL C 2 2-2X6 0.592 10 5 0 10 z 5 171.947 747.5 1161.966 1170 180 8.563 0.993 0.116 3.6.3
7 COL F 7-2X6 0.073 10 5 0 10 z 5 812.758 747.5 1169.411 1345.5 180 2.447 0.999 0.547 3.6.3
8 BM H 1.75X11.875FS 0.311 2.5 5 0.536 5 v 5 677.129 1555 2485.347 2600 285 15.253 0.956 0.27 3.9-3
9 COL H 1 3-2X6 0.239 10 5 0 10 z 5 357.478 747.5 11 66.65E 1170 180 5.709 0.997 0.241 3.6.3
10 COL H 2 3-2X6 0.239 10 5 0 10 z 5 357.478 747.5 11 66.65E 1170 180 5.709 0.997 0.241 3.6.3
11 BM F 2-1.75X1 1.875FS 0.578 5.75 5 0.465 0 Y 5 310.49 1555 2549.664 2600 285 11.566 0.981 0.124 3.9-3
12 COL 1 1 2X6 0.121 10 5 0 10 z 5 812.758 747.5 1120.58 1170 180 17.127 0.958 0.547 3.6.3
13 COL 1 2 2X6 0.121 10 5 0 10 z 5 812.758 747.5 1120.58 1170 180 17.127 0.958 0.547 3.6.3
14 BM I 1.75X14FS 0.087 2.5 5 0.174 5 Y 5 677.129 1555 2446.294 2600 285 16.562 0.941 0.27 3.9-3
15 COL J 1 2X6 0.334 5 5 0 5 z 5 286.578 747.5 1151.731 1170 180 12.1110.984 0.193 3.6.3
16 COL J 2 2X6 0.334 5 5 0 5 z 5 286.578 747.5 1151.731 1170 180 12.1110.984 0.193 3.6.3
17 BM J 2X12 0.429 2.5 5 0.39 5 Y 5 285.027 575 873.917 900 180 17.321 0.971 0.211 3.9-3
18 COL K 1 2X6 0.414 5 5 0 5 z 5 286.578 747.5 1151.731 1170 180 12.1110.984 0.193 3.6.3
19 COL K 2 2X6 0.414 5 5 0 5 z 5 286.578 747.5 1151.731 1170 180 12.1110.984 0.193 3.6.3
20 BM K 2X12 0.531 2.5 5 0.484 5 y 5 285.027 575 873.917 900 180 17.321 0.971 0.211 3.9-3
Envelope Concrete Beam Design Results
No Data to Print...
Envelope Concrete Column Design Results
No Data to Print...
Envelope AA ADM1-15:ASD-BUILDING Member Aluminum Code Checks
No Data to Print...
Envelope AISC 14TH(360-10):ASD Member Stainless Steel Code Checks
No Data to Print...
Concrete Beam Bending Reinforcement
No Data to Print...
Concrete Beam Shear Reinforcement
No Data to Print...
Concrete Column Bending Reinforcement
No Data to Print...
Concrete Column Shear Reinforcement
No Data to Print...
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 31
Page 88 of 97
111RISA
Company Noesis Engineering Services 62
Designer : David Boyter,PE 6:24:46:24:46 PM
Job Number 22083 Checked By:Jake Lucid...
Model Name Robert Weed Plywood Interiod Members
Member Suggested Designs
Section Set/Member Current Shape Suggested Shape Controlling Criteria Use Suggested?
1 COL B 1 7-2X6 4X4 Strength Yes
2 COL B 2 7-2X6 4X4 Strength Yes
3 COL C 1 2-2X6 3X4 Strength Yes
4 COL C 2 2-2X6 3X4 Strength Yes
5 COL F 7-2X6 4X4 Strength Yes
6 COL H 1 3-2X6 4X4 Strength Yes
7 COL H 2 3-2X6 4X4 Strength Yes
8 COL G 1 HSS4X4X4 HSS3X3X2 Strength Yes
9 COL G 2 HSS4X4X4 HSS3X3X2 Strength Yes
10 COL 11 2X6 2X4 Strength Yes
11 COL 12 2X6 2X4 Strength Yes
12 COL J 1 2X6 2X3 Strength Yes
13 COL J 2 2X6 2X3 Strength Yes
14 BM J 2X12 2-2X6 Strength Yes
15 COL K 1 2X6 2X3 Strength Yes
16 COL K 2 2X6 2X3 Strength Yes
17 BM K 2X12 2-2X6 Strength Yes
18 COL G 4 HSS4X4X4 HSS3.5X2.5X2 Strength Yes
19 COL G 3 HSS4X4X4 HSS3.5X2.5X2 Strength Yes
Envelope Plate Principal Stresses
No Data to Print...
Envelope Plate Forces(per ft)
No Data to Print...
Envelope Plate/Shell Corner Forces
No Data to Print...
Envelope Solid Stresses
No Data to Print...
Envelope Solid Principal Stresses
No Data to Print...
Envelope Solid Corner Forces
No Data to Print...
Envelope Wall Panel Forces
No Data to Print...
Concrete Wall Reinforcement
No Data to Print...
Masonry Wall Reinforcement
No Data to Print...
Masonry Lintel Reinforcement
No Data to Print...
ACl 318-14 Wall Panel Concrete Code Checks(In-Plane)
No Data to Print...
ACl 318-14 Wall Panel Concrete Code Checks(Out-of-Plane)
No Data to Print...
TMS 402-16:ASD Wall Panel Masonry Code Checks(In-Plane)
No Data to Print...
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 32
Page 89 of 97
111RISA
Company Noesis Engineering Services 62
Designer : David Boyter,PE 6:24:46:24:46 PM
Job Number 22083 Checked By:Jake Lucid...
Model Name Robert Weed Plywood Interiod Members
TMS 402-16:ASD Wall Panel Masonry Code Checks(Out-of-Plane)
No Data to Print...
Wall Panel TMS 402-16:ASD Masonry Code Checks for Lintels
No Data to Print...
AWC NDS-18:ASD Wall Panel Wood Code Checks(Axial)
No Data to Print...
AWC NDS-18:ASD Wall Panel Wood Code Checks(In-Plane)
No Data to Print...
AWC NDS-18:ASD Wall Panel Wood Code Checks(Header)
No Data to Print...
AISI S100-16:ASD Wall Panel CFS Code Checks(Axial)
No Data to Print...
AISI S100-16:ASD Wall Panel CFS Code Checks(In-Plane)
No Data to Print...
ACI 318-14 Wall Panel Concrete Code Checks(Seismic)
No Data to Print...
TMS 402-16:ASD Wall Panel Masonry Code Checks(Seismic)
No Data to Print...
Masonry Wall Suggested Design
No Data to Print...
Wood Wall Suggested Design
No Data to Print...
Envelope X-Direction Story Drift-Service
No Data to Print...
Envelope Z-Direction Story Drift-Service
No Data to Print...
Envelope X-Direction Story Drift-Strength
No Data to Print...
Envelope Z-Direction Story Drift-Strength
No Data to Print...
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
RISA-3D Version 20 [MEMBER MODEL.r3d] Page 33
Page 90 of 97
R/SA Connection version 12.0.2
111RISA 06.08.2022
ASD
BM G 1 - COL G 2:ASD Results Report Column/Beam Shear Tab Shear Connection
Material Properties:
Column HSS4X4X4 A992 FY=50000.00 psi F.=65000.00 psi
Beam W12X72 A992 FY=50000.00 psi Fu=65000.00 psi
Plate P0.31x3.50x9.0 A36 FY=36000.00 psi Fu=58000.00 psi
0
Input Data:
Shear Load 15291.56 Ibs User Input Shear Load
Axial Load 0.00 Ibs User Input Axial Force
Column Force 15291.56 Ibs User Input Column Force
Column Moment 0.00 lb-ft User Input Column Moment
Governing LC: 3D-3- Deflection 3
Note:Unless specified,all code references are from AISC 360-16
Limit State Required Available Unity Check Result
HISS Limitations PASS
Geometry Restrictions at Beam PASS
Column Weld Limitations PASS
Rotational Ductility,Erection Stability PASS
Beam Shear Yield 15291.56 Ibs 105780.00 Ibs 0.14 PASS
Plate Shear Yield 15291.56 Ibs 40500.00 Ibs 0.38 PASS
Beam Shear Rupture 15291.56 Ibs 81124.88 Ibs 0.19 PASS
Plate Shear Rupture at Beam 15291.56 Ibs 34664.06 Ibs 0.44 PASS
Beam Block Shear 15291.56 Ibs 103451.56 Ibs 0.15 PASS
Plate Block Shear 15291.56 Ibs 34941.41 Ibs 0.44 PASS
Lateral Stability/Stabilizer Plates 15291.56 Ibs 193756.93 Ibs 0.08 PASS
Plate Flexural Yield 0.19 PASS
Plate Flexural Rupture 0.25 PASS
Plate Flexural Buckling 15291.56 Ibs 33557.28 Ibs 0.46 PASS
Bolt Bearing on Beam 15291.56 Ibs 35784.70 Ibs 0.43 PASS
Bolt Bearing on Plate at Beam 15291.56 Ibs 35751.00 Ibs 0.43 PASS
Bolt Shear at Beam 15291.56 Ibs 26543.90 Ibs 0.58 PASS
Bolt Group Eccentricity 0.74
Weld at Column 33981.25 Ibs/ft 89088.00 Ibs/ft 0.38 PASS
HSS Punching Shear 2548.59 lb-ft 10222.88 lb-ft 0.25 pots
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS I of 1
Page 91 of 97
6 COMcheck Software Version 4.1.5.3
�( Interior Lighting Compliance Certificate
Project Information
Energy Code: 2018 IECC
Project Title: Robert Weed Plywood
Project Type: Alteration
Construction Site: Owner/Agent: Designer/Contractor:
3351 Eldridge Ave Colby Ricks
Twin Falls, ID 83301 Laughlin Ricks Architecture
134 3rd Ave E
Twin Falls, ID 83301
208-736-8050
Allowed Interior Lighting Power
A B C D
Area Category Floor Area Allowed Allowed Watts
(ft2) Watts/ft2 (B X C)
1-Office 3650 0.79 2884
Total Allowed Watts= 2884
Proposed Interior Lighting Power
A B C D E
Fixture ID : Description/Lamp/Wattage Per Lamp/Ballast Lamps/ #of Fixture (C X D)
Fixture Fixtures Watt.
Office(3650 sq.ft.)
LED 1:Other: 2 4 35 140
LED 2:Other: 4 37 40 1495
LED 3:Other: 4 5 40 202
Total Proposed Watts= 1837
Interior •
Interior Lighting Compliance Statement
Compliance Statement: The proposed interior lighting alteration project represented in this document is consistent with the
building plans, specifications, and other calculations submitted with this permit application.The proposed interior lighting
systems have been designed to meet the 2018 IECC requirements in COMcheck Version 4.1.5.3 and to comply with any
applicable mandatory requirements listed in the Inspection Checklist.
R. Colby Ricks 6-15-2022
Name-Title Signature Date
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 1 of 6
Page 92 of 97
COMcheck Software Version 4.1.5.3
Inspection Checklist
Energy Code: 2018 IECC
Requirements: 0.0% were addressed directly in the COMcheck software
Text in the "Comments/Assumptions" column is provided by the user in the COMcheck Requirements screen. For each
requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception
is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided.
Section
# Plan Review Complies? Comments/Assumptions
& Req.ID
C103.2 Plans, specifications, and/or ❑Complies
[PR4]1 calculations provide all information ❑Does Not
with which compliance can be
determined for the interior lighting ❑Not Observable
and electrical systems and equipment ❑Not Applicable
and document where exceptions to
the standard are claimed. Information
provided should include interior
lighting power calculations, wattage of
bulbs and ballasts,transformers and
control devices.
Additional Comments/Assumptions:
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3)
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 2 of 6
Page 93 of 97
Section
# Rough-In Electrical Inspection Complies? Comments/Assumptions
& Req.ID
C405.2.2. .Spaces required to have light- ❑Complies
2 reduction controls have a manual ❑Does Not
[EL22]1 control that allows the occupant to
reduce the connected lighting load in ❑Not Observable
a reasonably uniform illumination '❑Not Applicable
pattern >= 50 percent.
C405.2.1, Occupancy sensors installed in I❑Complies
C405.2.1. classrooms/lecture/training rooms, :❑Does Not
1 conference/meeting/multipurpose
[EL18]1 rooms, copy/print rooms, ❑Not Observable
lounges/breakrooms, enclosed offices, ❑Not Applicable
open plan office areas, restrooms,
storage rooms, locker rooms,
warehouse storage areas, and other
spaces <= 300 sqft that are enclosed
by floor-to-ceiling height partitions.
Reference section language
C405.2.1.2 for control function in
warehouses and section C405.2.1.3
for open plan office spaces.
C405.2.1. Occupancy sensors control function in ❑Complies
2 warehouses: In warehouses,the :❑Does Not
[EL19]1 lighting in aisleways and open areas is
controlled with occupant sensors that ❑Not Observable
automatically reduce lighting power '❑Not Applicable
by 50%or more when the areas are
unoccupied.The occupant sensors
control lighting in each aisleway
independently and do not control
lighting beyond the aisleway being
controlled by the sensor.
C405.2.1. Occupant sensor control function in ❑Complies
3 open plan office areas: Occupant j❑Does Not
[EL20]1 sensor controls in open office spaces ❑Not Observable
>= 300 sq.ft. have controls 1) ❑Not Applicable
configured so that general lighting can pp e
be controlled separately in control
zones with floor areas <= 600 sq.ft.
within the space, 2) automatically turn
off general lighting in all control zones
within 20 minutes after all occupants
have left the space, 3)are configured
so that general lighting power in each
control zone is reduced by >= 80%of
the full zone general lighting power
within 20 minutes of all occupants
leaving that control zone, and 4) are
configured such that any daylight
responsive control will activate space
general lighting or control zone
general lighting only when occupancy
for the same area is detected.
C405.2.2, Each area not served by occupancy ❑Complies
C405.2.2, sensors(per C405.2.1) have time- ❑Does Not
1, switch controls and functions detailed
C405.2.2. in sections C405.2.2.1 and C405.2.2.2. ❑Not Observable
2 ❑Not Applicable
[EL21]z
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3)
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 3 of 6
Page 94 of 97
Section
# Rough-In Electrical Inspection Complies? Comments/Assumptions
& Req.ID
C405.2.3, ;Daylight zones provided with ❑Complies
C405.2.3. individual controls that control the I❑Does Not
1, lights independent of general area
C405.2.3. lighting. See code section C405.2.3 ❑Not Observable
2 Daylight-responsive controls for ;❑Not Applicable
[EL23]2 applicable spaces, C405.2.3.1 Daylight,
responsive control function and
section C405.2.3.2 Sidelit zone.
C405.2.4 Separate lighting control devices for ❑Complies
[EL26]1 specific uses installed per approved I❑Does Not
lighting plans.
❑Not Observable
❑Not Applicable
C405.2.4 Additional interior lighting power ❑Complies
[EL27]1 allowed for special functions per the I❑Does Not
approved lighting plans and is
automatically controlled and ❑Not Observable
separated from general lighting. ❑Not Applicable
C405.3 Exit signs do not exceed 5 watts per ❑Complies
[EL6]1 face. ❑Does Not
❑Not Observable
❑Not Applicable
C405. Low-voltage dry-type distribution ❑Complies
[EL26] electric transformers meet the ❑Does Not
minimum efficiency requirements of
❑
'Table C405.6. Not Observable
❑Not Applicable
C405.7 Electric motors meet the minimum ❑Complies
[EL27]2 efficiency requirements of Tables :❑Does Not
C405.7(1)through C405.7(4). ❑Not Observable
Efficiency verified through certification
under an approved certification ❑Not Applicable
program or the equipment efficiency
ratings shall be provided by motor
manufacturer(where certification
programs do not exist).
C405.8.2, Escalators and moving walks comply ❑Complies
C405.8.2. with ASME A17.1/CSA B44 and have j❑Does Not
1 j automatic controls configured to
[EL28]2 'reduce speed to the minimum ❑Not Observable
permitted speed in accordance with I❑Not Applicable
ASME A17.1/CSA B44 or applicable
local code when not conveying
passengers.
C405. Total voltage drop across the ❑Complies
[EL29] combination of feeders and branch ❑Does Not
circuits <= 5%.
❑Not Observable
❑Not Applicable
Additional Comments/Assumptions:
CITY APPROVED PLANS
Reviewed for code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
r1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3)
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 4 of 6
Page 95 of 97
Section
# Final Inspection Complies? Comments/Assumptions
& Req.ID
C303.3, Furnished O&M instructions for ❑Complies
C408.2.5. systems and equipment to the j❑Does Not
2 building owner or designated
[F117]3 representative. ❑Not Observable
;
❑Not Applicable
C405.4.1 Interior installed lamp and fixture ❑Complies see the Interior Lighting fixture schedule for values.
[F118]1 lighting power is consistent with what :❑Does Not
is shown on the approved lighting
plans, demonstrating proposed watts ❑Not Observable
are less than or equal to allowed ❑Not Applicable
watts.
C408.1.1 Building operations and maintenance ❑Complies
[F157]1 documents will be provided to the ❑Does Not
owner. Documents will cover
manufacturers' information, ❑Not Observable
specifications, programming ❑Not Applicable
procedures and means of illustrating
to owner how building, equipment and
systems are intended to be installed,
maintained, and operated.
C408.2.5. Furnished as-built drawings for �E]Complies
1 electric power systems within 90 days :❑Does Not
[F116]3 of system acceptance.
❑Not Observable
❑Not Applicable
C408.3 Lighting systems have been tested to ;❑Complies
[F133]1 ensure proper calibration, adjustment, ;❑Does Not
programming, and operation.
❑Not Observable
❑Not Applicable
Additional Comments/Assumptions:
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
1 I High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3)
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 5 of 6
Page 96 of 97
CITY APPROVED PLANS
Reviewed for Code Compliance
PLANS MUST BE ON JOB SITE
FOR ALL INSPECTIONS
Project Title: Robert Weed Plywood Report date: 06/15/22
Data filename: W:\COMcheck\Robert Weed.cck Page 6 of 6
Page 97 of 97