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REVIEWED NLEA BLD2023-1127STATE OF WASHINGTON18FBS2300168 DEPT. OF LABOR AND INDUSTRIES App&anr. FW ord coxW1Wry F.AS FBA I lA�ery FB Mfg ido. D Labor and Industries CXT Inc M418-1 > sse�led Structures CC CH 11 po geld:MION CC CST Flans to be returned to: (p`)v\E Flamingo Ave Blda Olympia WA 98504-4430 WA Only For Non Poste! Delivery (erg., FtXl� UPS) WA Rev/OR Courtesy Cay/smt�� Nampa. ID 83687 Department of Labor and Industries OR Rev/WA Courtesy Factory Assembled Structures Other state FOR DEPARTMENT USE ONLY 7273 Linderson Way SW $1°'m reciprocity ere Sit#. 0 CD SA 1$850.119 Apoiaiaoeln Tumwater WA 98501 109611419 BS2300168 www.wa.gov/Ini/FAS/ (case sensitive) @Wovad Explianoo-dM PLAN APPROVAL REQUEST 18FBS2300168 11/22/2023 03/14/2023 FACTORY BUILT STRUCTURES & COMMERCIAL COACHES Contact person's printed name: Ali Cairns Date 1 10/10/23 Fee enclosed 470.39 Signature �/j eLPhoneNi FAX No 1 509-892-3238 1 509-928-8270 New plan (Master design) (1 Yr design) X See Initial MFG filing No fee required Renewal AP No. appropResubmittal A 1 ID WAC � Addendum AP No. forfees Plans reviewed by L&I listed professional Code cycles (month/year): 2018 2018 2020 2018 2018 vi Size of buil 10'6" 12' 127 No of 1 Occupancy B Width: modules Type construction: V - B Use: RESTROOM S"b 201Tr 8 yr 2020 c Zone D for cc) Roof live load PSF: 210 Wind load MPH - EXP. EiiEr Floor load PSF. 400 Plot plan submi 10 Yes X No 10 f ••No'•, provide distance from farthest m nearest buildu►g/prope ty line: 10 F R : eft sidkm 10 Type heat ❑ Forcced air L3Hydromcs Baseboard ppw LaFnoortl he � Other None 1 �. Type of fuel: ❑ Electric Natural gas Propane ❑ Oil Other. lusulation Floor Walls Roof(Flat) Roof auh values: WSEC compliance chapter: Energy calculations: Electrical servi 3.7 K La ❑ ❑ Ca C3AttachedOn file - AP# Amps 100 Component Systems Prescriptive N/A Heat Pump Yes P1 No Phase I ❑ 3 Performance Analysis Air conditioning Yes No X N/A Attached Attacbed/Desigo On STATE OF WASHINGTON � L I Review Professional Review � ED file D '. OF LABOR AND INDUSTRIES Structural calculations or test proposals C3 a P AN EVIEW7sECTION Truss or rafter drawing(s) C3 �:3 APPROVED Truss plan if over 3 different trusses Ca 0 CZ1 C3 AP# Girder truss or ridge beam drawing E3 U3 (z) ❑ AP# 11 /22/2023 HVAC drawing ca C3 C3 C3 AP# suRIF.rT To rnnF Cross section and elevation C3 EZ3 ca C3 AP# AND FIELD INSPECTION Foundation plan C3 V C3 C3 AP# Electrical load demand calculation a C3 Q a AP# Panel box schedule/Electric load talc's ca a a Q AP# Chassis drawing (CC units only) a a a C3 AP# Plumbing systems: ❑ Q C3 a AP# tinpressure to No of fix otal developed length RETURN PLANS aRegular mail ❑ Overnight @ customer's expense ❑ Carrier VIA: 0 Other Acct # F623-006-000 (PDF) plan approval request 11-00 VA Page 1 of 45 Expires 03/14/2024 STATEWASHINOTON 18FBS2300168 DEPT..O OF LABOR AN I]NOrR�lalD Delive ry FAS PLAN REVIEW/SECTION DmfoAtment of Labor and Industries 1R1�i,Wfd#2Asssembled Structures Permanent Alteration nvu rTE�6tl'c4ir�0 Replacement Olympia WA 98504-4430 For Non -Postal Delivery (e.g., FedX, UPS) Multi -Tagged ❑ WA L3 ID Department of Labor and Industries ❑ ❑ Factory Assembled Structures OR Other 7273 Linderson Way SW Turnwater WA 98501 wvvw.wa.gov/ln1/FAS1 (case sensitive) Applilcant.-,VU1 out com et MANUFACTURER MM NO. 'R°` CXT Inc. [P� recast MpFG# My418-( ID49�-X �1i\ 7\ 641, 3U� F0 *� 5099-928-8270 FOIL DEPARTMENT USE ONLY FEb6E00[P 7i1@rN0 O'�CM MO. iAt�orrlir. '. 109 1419 CD $850.19. APPLICATION FOR INSIGNIA FOR FACTORY BUILT STRUCTURES 0 SUBMIT ONE COPY - NOTE: A separate form is to be used for each building unless multiple buildings have the same lamanaraval number, Contact person's printed name: All Cairns Date=10/10/23 Fee enclo 334.80 Signature Phone No No ( ) 509-892-3238 FAX A FEE FOR EACH INSIGNIA IS DUE WITH APPLICATION — NOT SUBJECT TO REFUND PLEASE MAKE CHECKS PAYABLE TO DEPT. OF LABOR & INDUSTRIES 1 Dept Insignia No. MfgSerialN OZI-319 Approved Plan No. POD 18FBS2300168 PFF334.80 OF OG I TC IS SUB YR SEC YR ESL RF W I SZONE I TD HTG AC P B VB SEP 2018 2020 100Amp/3.67 KVA 210 150C D N/A N/A N/A 6 2. $ OF Dept Insignia No. Mfg Serial No. POD Fee 3. $ OF Dept Insignia No. Mfg Serial No. POD Fee 4. $ OF Dept Insignia No. Mfg Serial No POD Fee S. $ OF Dept Insignia No. Mfg Serial No. POD Fee 6. $ OF Dept insignia No. Mfg Serial No. POD Fee 7. $ OF Dept Insignia No Mfg Serial No_ POD Fee g $ OF Dept Insignia No. Mfg Serial No. POD Fee 9. $ OF Manufacturer to complete_ X Regular mail Carrier ntfnued on rever e Number of tags: Via Overnight at customer expense — Other Acct # 11 /22/2023 F623-014.000 (PDF) app for Insignia - factory blulIt 11-00 Michael Luke MODULAR PROGRAM/ State of Idaho Page 2 of 45 Expires 03/14/2024 STATE.O LABOR AND 18FBS2300168 DEPT. OF LABOR AND INDUSTRIES �[ FAS P RI ]_EVIEW/Si OI &bid YOd EltitattieS AI A�tll * '. ff*W r2Ai*mWed Structures 0 3 45.00 AN Obi WA 99504- 430 NOTIFICATION TO LOCAL ENFORCEMENT AGENCY Dae 10/10/23 1 M 418-1 The Factory -Built unit identified below requires CXT INC empktioa work at the site as specified. Owncesn'me City of Edmonds Wgfrwrialno. OZI-319 Dept aeri.lno. IrAwlabon addm.s Type of v-B ErA u .ire 06/01 /24 Mathay Ballinger Park - 24100 781h PI W g Pbooe raunber Edmonds, WA 98026� Snohomish 425-599-3847 InatalLtlon site is in: X City County DESCRIBE ITEMS REQUIRING COMPLETION WORK AT THE SITE R1tT NAME AND ADDItINSHADVD AREA INSERT NAME AND ADDSMS IN SHE City of Edmonds To: Everett L&I Bldg Official 729 100th Street SE 250 5th Ave N Everett, WA 98208 Edmonds, WA 98020 ROOF DRAINAGE, UNDERGROUND PLUMBING, VENT PIPING, PLUMBING CONNECTIONS CUSTOMER WILL CONNECT WATER SUPPLY & WASTE LINES Plumbing: Min 1 1/2" meter and street service Plumbing Freeze Protection per local AHJ approval Connections between units Foundation review and approval Water fountain/bottle filler Floor drains/Trap Primers. NOTE- This building is only approved by LNI as a non -heated Occ = B Office location For DcpL Reed Use ONLY File F623-013-OW nodf cation to local enforcement agency 11-99 m -01W ie ELECTRICAL Customer Provided Utilities to Building An electrical contractor/EL01 electrician licensed in WA State is required to perform the described electrical work. Electrical Supply to 100A Interior Panel Board Site portion of the grounding 'I Ali Cairns 10/10/23 1� ia &eU4 White - Olympia office Green - Electical section Canary - Inspector Pink - Banding dr-utrnent Goldenrod - Costoetar Page 3 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN OVERALL LENGTH OR WIDTH 10 FT OR UNDER = t 1/8" 10 TO 20 FT =+1/8",-3/16" 20TO40FT =31/4' EDGE REINFORCEMENT TO BE NO MORE THAN 4" FROM FORM TOTAL THICKNESS =-118, +114 VARIATION FROM SQUARE = f1/8 PER 6 FT OF DIAGONAL LOCAL SMOOTHNESS= 1/4" IN 10 FT SWEEP =l1/4" POSITION OF TENDONS = t1/4' POSITION OF BLOCKOUTS = 31/4" SIZE OF BLOCKOUTS = t1/4" POSITION OF EMBEDS = a1/4" TIPPING AND FLUSHNESS OF PLATES=+1/16, -1/4 BOWING = LENGTFU360 1 /22/2023 iUB ECTTOCODE Rigging, Lifting, storage and transportation D F ELD INSPECTION requirements of modular buildings are not NOTES reviewed or approved by L&I FAS. 1. BUILDING IS DESIGNED TO COMPLY TO WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. DESIGN COMPLIES WITH THE PROVISIONS OF THE 2018 IBC FOR THE FOLLOWING LOADS: GROUND SNOW LOAD = 250 PSF ROOF SNOW LOAD = 210 PSF FLOOR LOAD — 400 PSF IBC DESIGN SPECTRAL RESPONSE SS = 1.348, St = 0.748 SITE CLASS D RISK CATEGORY: II SEISMIC DESIGN CATEGORY: D BEARING WALL SYSTEM R = 4.0 A-5 INTERMEDIATE PRECAST SHEARWALLS WIND — V = 150 MPH WIND — VASD = 116 MPH WIND EXPOSURE: C OCCUPANCY LOAD: 2 ***BUILDING IS NOT TO BE PLACED IN A LOCATION WHERE LOADS EXCEED THE VALUES PROVIDED ABOVE ***BUILDING IS NOT TO BE PLACED IN A WIND BORNE DEBRIS REGION 3. CONSTRUCTION TYPE: V—B OCCUPANCY: B EXTERIOR WALLS: 1—HR RATED PER IBC TABLE 721.1(2), ITEM 4-1.1 MINIMUM FIRE SEPARATION DISTANCE: 10' PER IBC TABLE 705.8 MAXIMUM UNPROTECTED OPENING AREA: 8.30% (WALL W4 & W5) 4. CONCRETE STRENGTH f'ci = 2500 PSI INITIAL f'c = 5000 PSI FINAL AIR ENTRAINMENT 6% t 1 1/2% IN PLASTIC CONCRETE. REINFORCING STEEL: ASTM A615 #3 GRADE 40, #4 AND LARGER GRADE 60 Fy=60 KSI MINIMUM LAP 18" AT SPLICES. TIE BARS WITH DOUBLE ANNEALED 16 GA IRON WIRE. REINFORCING TO BE PLACED IN CENTER OF PANEL UNO. REINFORCING STEEL SHALL BE ACCURATELY PLACED. WELDED WIRE FABRIC (W.W.F.): ASTM A1064 4x4xW6.7xW6.7, Fy=80 KSI (OR EQUIVALENT), SMOOTH WIRE, MIN. LAP 2 SQUARES. 5. EMBEDDED ITEMS IDENTIFIED ON DRAWINGS (i.e. PS-2, R301) REFER TO CXT STANDARD EMBEDMENT CATALOG. 6. BACK OF PANELS TO HAVE SMOOTH TROWEL FINISH U.N.O. ALL SURFACES TO BE TEXTURED ARE NOTED ON PANEL DWG'S 7. REFER TO SEPARATE CXT INCORPORATED SPECIFICATIONS COVERING DESIGN, MATERIALS, PRODUCTION, AND INSTALLATION CRITERIA FOR SPECIFIC STYLE OF BUILDING. 8. ALL REBAR BENDS TO HAVE A MINIMUM RADIUS OF 6x THE BAR DIAMETER. 9. INSTALLATION TO MEET APPLICABLE LOCAL, STATE & FEDERAL CODES, BY OTHERS. 10. ADEQUATE PLUMBING FACILITIES MUST BE PROVIDED IN ACCORDANCE WITH 2O18 IBC 2902.3.2 (NOT BY CXT). 11. BUILDING IS UNCONDITIONED. SEASONAL USE ONLY. PLUMBING SYSTEM IS PROTECTED FROM FREEZING BY WINTERIZATION IN ACCORDANCE WITH CXT INSTRUCTIONS. BUILDING DOES NOT CONTAIN CONDITIONED SPACE, NO ENVELOPE REQUIREMENTS 12. BUILDING IS NOT TO BE LOCATED IN A FLOOD ZONE 13. SPECIAL INSPECTIONS REQUIRED BY 2018 IBC TABLE 1705 FOR CONCRETE, REBAR AND WELDING HAVE BEEN REVIEWED AND PER 2018 IBC 1704.2.5.1 ARE COVERED UNDER CXT INC'S PCI CERTIFICATION. CXT INC. HAS BEEN CERTIFIED BY THE PRECAST/PRE—STRESSED CONCRETE INSTITUTE (PCI), WITH A SCOPE OF C1 AND CERTIFICATION NUMBER 231589, TO BE AN APPROVED FABRICATOR. THIS CERTIFICATION EXPIRES ON 06/30/24. A certificate of compliance - stating that the factory 14. HAND DRYER OR PAPER TOWEL DISP 0 BE PROVIDED ON SITE (NOT BY CXT) fabrication work completed on this specific building was performed in accordance with the approved construction documents (plans and engineering) - shall be provided to the FAS/State-reciprocal inspector prior to factory final inspection/insignia placement. IBC 1704.2.5.1 G TOLERANCES: WASHINGTON STATE TAG, APPROVAL, AND PE DRAWINGS (ECC ONLY) REQUIRED STATE OF WASHINGTON WALL TEXTURE: BARNWOOD DEPT, OF LABOR AND INDUSTRIES WALL COLOR: OATMEAL BUFF FACTORY ASSEMBLED STRUCTURES ELECTRICAL PLAN REVIEW 2 RK 1 ROOF TEXTURE: CEDAR SHAKE ROOF COLOR: EVERGREEN TRIM PAINT: DTM ALKYD ENAMEL BROWN SEALER: 2K ANTI-GRAFITI PACKAGE: STANDARD MANUFACTURED BY: CXT INC. (ID) 6701 E. FLAMINGO AVE BLDG 300 NAMPA, ID 83687 FRONT Onsite use and location of the modular building is SITE ADDRESS; the jurisdiction of the local building official. Site, MATHAY BALLINGER PARK 24100 78TH PL W grade and plot drainage plans are not reviewed by EDMONDS, WA 98026 LN 1. INDEX OF DRAWINGS PANEL MARK NO. KEY PLAN 111.44 SO FT APPLICABLE CODES 2018 INTERNATIONAL BUILDING CODE WITH STATEWIDE AMENDMENTS ICC/ANSI A117.1-09 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES 2018 UNIFORM PLUMBING CODE W/ STATEWIDE AMENDMENTS 2018 INTERNATIONAL MECHANICAL CODE W/ STATEWIDE AMENDMENTS 2020 NATIONAL ELECTRICAL CODE (NEC) W/ STATE AMENDMENTS 2018 INTERNATIONAL ENERGY CONSERVATION CODE / WASHINGTON STATE ENERGY CODE (ASHRAE 90.1) PLAN APPROVAL #18FBS2300168 BY: Jason Summers DATE- 11/01/2023 EXPIRATION DATE: See main plan examiner stamp SUBJECT TO CODE AND FIELD INSPECTION NO OZ1-01 OZ1-02 OZ1-03 OZ1-04 OZ1-05 OZ1-06 OZ1-07 OZ1-08 OZ1-09 OZ1-10 OZ1-11 OZ1-12 OZ1-13 OZ1-14 OZ1-15 OZ1-16 OZ1-17 OZ1-18 OZ1-19 OZ1-20 OZ1-21 TI TLE COVER SHEET RIGGING DETAILS FLOOR PLAN EXTERIOR ELEVATIONS INTERIOR ELEVATIONS CASTING & FINISHING DETAILS WALL PANEL MARK W1 WALL PANEL MARK W2 WALL PANEL MARK W3 WALL PANEL MARK W4 WALL PANEL MARK W5 Vault plans and details are not reviewed by L&I, except for the reasonability FLOOR SLAB MARK F1 of the design to correspond to the modular building. Approval and inspection of the vault/foundation system is the jurisdiction of ROOF SLAB MARK R1 the local building official. ROOF SLAB MARK R2 This is typical for all related sheets, details and engineering contained within this plan set. FOUNDATION DETAIL FLOOR DRAIN LOCATIONS & BELOW FLOOR PIPING WATER, WASTE, & VENT PIPING PLANS & NOTES PLUMBING SCHEDULE, DIAGRAMS, & NOTES ELECTRICAL SCHEDULES & NOTES ELECTRICAL PLANS, NOTES & LEGEND EMBEDDED MATERIALS SPECIAL CONDITIONS AND/OR LIMITATIONS ACCESSIBILITY TO THIS BUILDING, INCLUDING PARKING IS TO BE PROVIDED BY OTHER AND CONSTRUCTED IN ACCORDANCE WITH ALL LOCAL BUILDING CODES. Accessibility and signage shall comply with ANSI A117.1 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES SPECIALTY COMPLIANCE SERVICES DIVISION FACTORY ASSEMBLED STRUCTURES PLAN APPROVAL #18FBS2300168 SUBJECT TO FIELD INSPECTION. OVERSIGHTS, OR VIOLATION OF RCW/WAC's OR WA STATE CODES ARE NOT APPROVED 11/22/2023 Michael Luke DATE: EXPIRATION DATE: 03/14/2024 �1tiLIAM R� �, og WAsy`� 4! •q� O �a :4L t" EXPIRES Aril 23, 2025 September 29, 2023 0 I6701 E Flamingo Ave Bldg 300 Nampa, ID 836871 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 OZARK 1 BUILDING NUMBER OZ1-319 NOTICE �omted grants no warranty, express or implied, rranty of merchantability or of fitness for a purpose. C%r Incdparated COVER SHEET ). NREV OZ1-1 0 Page 4 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 iUB ECT TO CODE D F LD INSPECTION SHIPPING WEIGHTS AND DIMENSIONS WEIGHT LENGTH WIDTH HEIGHT 40,000 151-011 111-11fr 101-211 ?EQUIRED T SPALLING S) :ABLE SLINGS G SHACKLE @ TOP iBLE TENSILE = 7 TON PS-22 LIFTING EYE ATTACHED TO AS-3 EMBEDS WA2) 1 1/2' HIGH TENSILE COIL BOLTS (SHEAR CAPACITY = 18,000# BOLT) �1tiLIAM R� �, og WAsy`� y!' • f1s O �a :4L S EXPIRES Aril 23, 2025 September 29, 2323 CRT* P"Xtucft 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 rao.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 Nonce Reproduction or distribution of this information prohibited without the prior written consent of grated. By allowing use of this information, �arated grants no warranty, express or implied, rant' of merchantability or of fitness for a Purpose C%r Incwparated RIGGING DETAILS D. SHEET REV OZ1-2 2 0 21 Page 5 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 DOOR SCHEDULE iUB ECTTO FRAME DOORSQE MATERIAL DOOR TIDE DF IpIf S EUMN 3/Dx 6/8x 3-3/4" 3/0x 6/8x 1-3/4" GALVANIZED LH REVERSE �� GLAZING HINGES KICK PLATE STOP SWEEP N/A SPRING HINGE 4-1/2" x 41/2" N/A WALL T TYPE FRAME DOORSIZE MATERIAL DOOR TIDE 3J0x 6J8x 3-3/4" 3J0x 6/8x 1-3/4" GALVANIZED LH REVERSE OSINGLE GLAZING HINGES KICK PLATE STOP SWEEP N/A SPRING HINGE 4-1/2" x 41/2" N/A WALL 3' WINDOW & VENT SCHEDULE SYMBOL DESCRIPTION ❑A MS-4 LEXAN WINDOW, EM-2 & EM-3 © MS-2 VENT, EM-1 & EM-2 SANIFLOW STAINLESS STEEL HAND DRYER EXAN SELF -IGNITION > 1000, SMOKE DENSITY < 75, CLASS 30"X48" CLEAR C1. SPACE FOR 1 LAVATORY 4 KOALA BABY CHANGING STATION KB 300-01 LATCH LOCK ALL EXTERIOR DOORS AND WINDOWS TO BE LISTED TRILOGY DL28DD N/A AND LABELED AS COMPLIANT WITH AAMA/WDMA/CSA101/I.S.2/A440 OR TESTED PER THRESHOLD VENTILATION AASTM E330. Tx 4" x 1/4" LOUVER DOOR HARDWARE SHALL NOT REQUIRE TIGHT LATCH LOCK GRASPING, TIGHT PINCHING OR TWISTING OF THE TRILOGY DL2800 DEADBOLT WRIST OR SPECIAL KNOWLEDGE TO OPERATE. UNLATCHING OF ANY DOOR SHALL NOT REQUIRE THRESHOLD VENTILATION ORE THAN ONE OPERATION. Tx 4" x 1/4" N/A Each means of egress door shall meet all applicable requirements of IBC Sec. 1010 - including, but not limited to 1010.1.9. Verify requirements such as: - without use of key, special knowledge or effort - the unlatching of any door or leaf shall not require more than one operation - and similar. 12'-0" 6'-4"F— 11 11 4'-8" 4» FBI LIGHTING ANDVENTILATION REQUIREMENTS RESTROOM CHASE AREA 48.00 SQ FT 19.67 SQ FT REQUIRED VENTILATION 1.92 SQ FT 0.79 SQ FT PROVIDED VENTILATION 21.74SO, FT 20.00SQFT REQUIRED NATURAL LIGHTING 3.84 SQ FT 1.57 SQ FT PROVIDED NATURAL LIGHTING 1 2.84 SQ FT *** 1 0.00 SQ FT *** ***ARTIFICAL LIGHTI NG PROVIDED TO MEET REQUIRED FOOT CANDLES. — 6" DIA ELECTRICAL BLOCKOUT 30"X36" CLEAR SPACE FOR PANEL BOARD 30"X30" CLEAR SPACE FOR WATER HEATER —DATA PLATE ON WALL IN CHASE BY DOOR. BACK O2" FLOOR DRAIN (FIELD INSTALLED) B TURNING CIRCLE COAT HOOK 4'-0" CUR. MIN. 0 - (TYP. 2 PLCS.) 42" A.F.F.. 56"X60" CLEAR SPACE FOR TOILET SEAT WATER CLOSET COVER ADA DUAL HEIGHT ELKAY 4 3 DISPENSER DRINKING FOUNTAIN �-O OZ-05 W/BOTTLE FILLER FLOOR PLAN EXTERIOR HOSE BIB WITH WEATHERPROOF COVER 24%16" PLUMBING BLOCKOUT NOTES: 1. ELECTRICAL AND PLUMBING COMPONENTS ARE SHOWN FOR GENERAL ARRANGEMENT ONLY. SEE SHEETS OZ1-18 THRU OZ1-21 FOR COMPLETE SYSTEM DESCRIPTIONS. �1tiLIAM �, og Wasy`� AL t" EXPIRES Aril 23, 2025 September 29, 2023 MIN CRT* Pwctucft 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 rao.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 Nonce Reproduction or distribution of this information prohibited without the prior written consent of grated. By allowing use of this information, �arated grants no warranty, express or implied, rant' of merchantability or of fitness for a purpose cxr mcwp«atm FLOOR PLAN 0. SHEET REV OZ1-3 3 0 21 Page 6 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 iUB ECT TO CODE D F ELD INSPECTION 3068 GALV. DOOR ASSY. (TYP. 2 PLCS.) WALL -MOUNTED DOOR STOP (TYP. 2 PLCS.) lu m SPRING HINGE h 4.5x4.5 I (TYP. 6 PLCS.) PHOTO CONTROL EXTERIOR LED LIGHT LUMINAIRE SWOOP 610 SIGN (SI-2) SYMBOL AS REQUIRED el x u, ® Q FRAMELESS MS-2 WALL VENT N (TYP 2 PLCS) THRESHOLD 3'-9' 3'-0' 3'-9' Typ 1010.1.9 The door shall be 10'-6' readily openable from the egress side FRONT ELEVATION without the use of a key or special knowledge or effort. Typ 1010.1.9.6 The unlatching of any door shall not require moz than one operation. BACK ELEVATION RIGHT SIDE ELEVATION 12-0' 15'-0' LEFT SIDE ELEVATION MS-6 WINDOW 2 PLCS) 1'-6' 4E IRE �E EIGHT DRINKING BOTTLE FILLER EMBEDDED MATERIALS ITEM SPRING HINGE 4.5x4.5 3068 GALV DOOR ASSEMBLY WALL -MOUNTED DOOR STOP MS-6 SI-2 DRINKING FTN W/ BOTTLE FILLER LOUVER 4; _ CISTBRti S�nN4L EXPIRES Aril 23, 2025 September 29, 2023 LWasbw 1701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 rso.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE he information contained herein is proprietary and the a Wsm property of CXT Incorporated. The information nay only be used by the original recipient for the purpose ,tended. Reproduction or distribution of this information s strictly prohibited without the prior written consent of ;XT Incorporated. By allowing use of this information, .T Incorporated grants no warranty, express or implied, 1cluding a warranty of merchantability or of fitness for a ,articular purpose. Cxr Incwparated EXTERIOR ELEVATIONS NO. [�jREV. OZ1-4 0 Page 7 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 1 /22/2023 SUB ECT TO CODE AND F LD INSPECTION STAINLESS STEEL HAND DRYER INTERIOR ELEVATION - LEFT WALL EEMAX WATER HEATER 00 AMP SERVICE PANEL ;XT I.D. TAG LOCATE ABOVE CHASE DOOR) VANDAL RESISTANT WALL HUNG WET LOCATION 4' LED LIGHT FIXTURE OCCUPANCY SENSOR ACTIVATED OCCUPANCY SENSOR ACTIVATED /—EXHUAST FAN FRAMELESS 18" X 36" 36" GRAB BAR S.S. MIRROR El S.S. LAVATORY (SENSOR OPERATED) / S.S. WATER CLOSET DUPLEX OUTLET (PUSH BUTTON OPERATED) O N 2'-0' 1' MIN -0MIN' O 7O v O I G � co 1 cu CL I In TOILET SEAT COVER S.S. URINAL DISPENSER (PUSH BUTTON OPERATED 4" 1-6' 2'-6' 1-5" 4' 3'-5' 10-6' n INTERIOR ELEVATION - PARTITION WALL J n INTERIOR ELEVATION - RIGHT WALL COAT H001 INTERIOR ELEVATION -FRONT WALL `F ALA BABY ANGING STATION :AL GRAB BAR NSER (S.S. 3-ROLL) 3 BAR 18FBS2300168 EMBEDDED MATERIALS ITEM 18' GRAB BAR 36" GRAB BAR 48" GRAB BAR TOILET PAPER DISPENSER TOILET PAPER ROLLS COAT HOOK SANITARY NAPKIN DISPOSAL TOILET SEAT COVER DISPENSER CXT I.D. TAG BABY CHANGING STATION 1 S.S. MIRROR 1 SANIFLOW HAND DRYER 1 k-&'- 701VAL t" EXPIRES April 23, 2025 September 29, 2023 LWasbw CXT* Ptudwft 1701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 pso.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE he information contained herein is proprietary and the a�alaawe property of CXT Inowporated. The information nay only be used by the original recipient for the purpose ,tended. Reproduction or distribution of this information s strictly prohibited without the prior written consent of ;XT Incorporated. By allowing use of this information, ;XT Incorporated grants no waranty, express or implied, ,cluding a warranty of merchantability or of fitness for a ,articular purpose. CXr Inawperated INTERIOR ELEVATIONS NO. [�jREV. OZ1-5 0 Page 8 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 1 /22/2023 iUB ECT TO CODE D F ELD INSPECTION <DIM POINT> WALL PANEL N AS-2 1/4 z 1/2 x 1/2 CHAMFER (TYP 3 SIDES) PS-19 FORM FACE RIBBED ROOF FINISH FLOOR SLAB NOT INCLUDED IN 4 1/2x DIM YPICAL ROOF SLAB EDGE (3 2 TYP. WALL TO FLOOR SLAB WELDED CONNECTION 1/4 X 1-1/4 TAMPER RESISTANT CONCRETE SCREW (RM32056 - TYP 4 PLCS) MATCH LINE S.S. CXT VENT SCREEN PS-2 (TYP 2 PLCS) _cR322� c II II 1/4 TYP ROOF SLAB 6 OOF PEAK WELDMENT DETAIL O I RESTROOM SI-2-1-1 3/4„ SIGN SI-2 DETAIL 45° BEVEL PS-19 PS PS-19 PS-2 PLAN FI MR CI A TYP. WALL TO ROOF SLAB TYP. WALL TO WALL PANEL LOOK LIFT PLATE DETAIL 3 WELDED CONNECTION 4 WELDED CONNECTION 5 R3x38 o of �o c L t 3 7 STANDARD FRAMELESS MS-2 WALL VENT DETAIL WALL THICKNESS DISPENSER DETAIL WALL JOINT DETAIL 18FBS2300168 �I 1AM og WAsy`� y! •q� O �a :4L t" EXPIRES Aril 23, 2025 September 29, 2023 IiilrM 0 11 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 rso.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE The information contained herein is proprietary and the exaaawe property of CXT moorporated. The information may only be used by the original recipient for the purpose intended. Reproduction or distribution of this information ie strictly prohibited without the prior written consent of CXT Incorporated. By allowing use of this information, CXT Incorporated grants no warranty, express or implied, including a warranty of merchantability or of fitness for a particular purpose. cXr mcwp«atm CASTING & FINSHING DETAILS NO. [�jREV. OZ1-6 0 Page 9 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 1 /22/2023 SUB ECT TO CODE AND F LD INSPECTION 9'-2 3/4" 8'-4"<LIGHT DETAIL; 8'-0" 7'-4 1/2"<B.O. PARTIAL; 7'-0"<PS-2> 6'-10 1 /4" ONE LAYER MES 4x4xW6.7xW6. CNTR 5'-0"<SI-2 MOLD> 4'-0"<PS-2> a 1'-0"<PS-2> 0" FORM FACE 4" SO J-BOX X 1 1/2" DEEP W/ 4" SO ROUND MUD RING FACE DOWN IN FORM O PLACE MUD RING FACE DOWN IN FORM O LIGHT DETAIL A N rn V C-i r o N j N m V C-i a, ). PARTIAL 3"x6"x2" DP AR FACE 18FBS2300168 NOTES: 1. R3x35, R3x96 & R3x114 TO BE PLACED IN PAIRS ONE EA FACE W/ 3/4" CLEAR COVER. 2. ALL OTHER BARS TO BE CENTERED IN PANEL. EMBEDDED MATERIA ITEM AS-2 PS-2 PS-10 R3X114 R3x96 R3X35 R405 SI-2 MOLD B.O. 40 1/8 X 82 1/4" ROUND MUD RING 44 J-BOX B.O. PARTIAL 3"6%2" DP 4; _ CISTBRti S�nN4L EXPIRES Aril 23, 2025 September 29, 2023 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 pso.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE The information contained herein is proprietary and the exclusive property of CXT Incorporated. The information may only be used by the original recipient for the purpose intended. Reproduction or distribution of this information is strictly prohibited without the prior written consent of 'IT Incorporated. By allowing use of this information, CXT Incorporated grants no warranty, express or implied, including a warranty of merchantability or of fitness for a particular purpose. CXr Ioeaperated WALL PANEL MARK W1 D. [�jREV. OZ1-7 0 Page 10 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 iUB ECT TO CODE D F1 ELD INSPECTION 9'-2 3/4" 8'-0" 7'-0"<PS-2> I 4'-0"<PS-2> 1'-0"<PS-2> o" CD N N N CJ c V V V 00 N EMBED DETAIL FORM FACE 4" SCE E-BOX X 1 1/2" DEEP BACK TO BACK W/ 4" SO ROUND MUD RING AT FORM FACE 00 PLACE MUD RING 00 FACE DOWN IN FORM O O n LIGHT DETAIL u FORM FR WALL SLEEVE BLOCKOUT DETAIL 7'-3"<E-BOX> 4'-9 13/16"<B.O. 4 1/2" DIA.> 3'- 5 13/16"<B.O. 2" DIA> �� 2'-4"<B.O. 2" DIA><B.O. 1 1/2" DIA> - - 2'-0 1/2"<B.O. 3" DIA> 5"<W.C. WALL SLEEVE> 1 1/2"<URINAL WALL SLEEVE> — 0" A A < < A LLJ� n > XO W m N O � V < J < I V < o _ O J 04 � < I m Z O of m 'V 0 I BLOCKOUT DETAIL WALL SLEEVE 4x4 E-BOX BACK TO BACK ROUND MUD RING UP OPEN FACE DOWN EMBEDDED MATEF ITEM AS-2 PS-2 PS-10 R405 R4X114 44 E-BOX ROUND MUD RING B.O. 2' DIAMETER B.O. 3" DIAMETER B.O. 1 1/2° DIAMETER W.C. WALL SLEEVE URINAL WALL SLEEVE B.O. 4 1/2' DIA 4; _ CISTBRti ..�/ S�nN4L EXPIRES Aril 23, 2025 September 29, 2023 LWasbw CRT* Ptudwft 1701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 aao.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE he information contained herein is proprietary and the aduaee property of CXT Incorporated. The information nay only be used by the original recipient for the purpose ,tended. Reproduction or distribution of this information s strictly prohibited without the prior written consent of ;XT Incorporated. By allowing use of this information, .T Incorporated grantor no warranty, express or implied, icluding a warranty of merchantability or of fitness for a ,articular purpose. cXr mcwp«atm WALL PANEL NOTES: MARK W2 1. REBAR TO BE CENTERED IN PANEL. DWG NO. [�j REV. OZ1-8 0 Page 11 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 18FBS2300168 Page 12 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 18FBS2300168 R4x140 R30 II R4x140 R3L� ° N O) � R3x38 N � � N N M � N N r7 K R303 R3x38 R4x140 Page 13 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 18FBS2300168 R4x140 R4x140 R303 R4x140 N m � ° R303 rn N N � � R3x38 N N N N E=303 R4x140 R3x38 Page 14 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 1 /22/2023 iUB ECT TO CODE D F ELD INSPECTION n n n ¢ A n d A n Of n U) a n n M V rrl Of a_ N M 1 [V cn N O V O m OI cn Tcn v a V Do ¢ a y O Cn O O V V O V V V N Zo CD N a0 M O \ 00 O to N - N O I N N N N N N R4x140 N N 7 R3x42 N CC � R302 \R4x14O N N N N N R3x54 X M ac R3x54 `SEE FLOOR DRAIN DETAIL TWO LAYERS MESH (1) 1-1/2" COVER FORM FACE (1) 1" COVER NEAR FACE SMOOTH FINISH l o FORM FACE (SMOOTH FORM FINISH) 0" 2 1/2"<PS-19> 7"<B.O. 6" DIA> 1'-0"<PS-19> 3'-0"<PS-19> 5'-3"<PS-19><FLOOR DRAIN> 7'-0"<B.O. 24"x16"> 7'-6"<PS-19> 9'-6"<PS-19> 10'-3 1/2"<PS-19> — 10'-6" 0 0 0 0 N 18 F BS2300168 S AS SHOWN 0 0 Of L1 0 w 0 rn RM54960 FLOOR DRAIN (FLANGE SIDE UP) cu. Gt7 Rr wrMe FORM FACJ BLOCKOUT 10-1/2" DIA x 1-3/4"DP 1 FLOOR DRAIN BLOCKOUT DETAIL WEDDED M. ITEM AS-3 PS-19 R4xl22 R4040 R3x42 R3x46 R3x54 R3022 B.O. 6" DIA B.O. 24"xl6" FLOOR DRAIN k-&'- 701VAL t" EXPIRES April 23, 2025 September 29, 2023 1701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 rso.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE he information contained herein is proprietary and the e,duane property of CXT Incorporated. The information nay only be used by the original recipient for the purpose ,tended. Reproduction or distribution of this information s strictly prohibited without the prior written consent of ;XT Incorporated. By allowing use of this information, ;XT Incorporated grants no warranty, express or implied, icluding a warranty of merchantability or of fitness for a ,articular purpose. CXr Incwparated NOTES: �� 1. SMOOTH TROWEL FINISH NEAR FACE, FORM FINISH ALL OTHER. SCALE1/22 = 1I 0" DA1E as ai3 2. R3x122, R3x42, R3x54 & R3x46 TO BE PLACED IN PAIRS, ONE DRANK I G SCHUEf1E I FILE NO. I OZ1-319 EACH FACE. 1" COVER TOP & 1 1/4" COVER BOT. CHECKED I N. PENNER I PLOT 1 48 FLOOR PANEL 3. R4122 TO BE PLACED AT BOT WITH 1 1/4" COVER. 4. ALL OTHER BARS TO BE CENTERED IN PANEL. 5. 34140 TO BE PLACED AT TOP WITH 1" COVER. MARK F1 SHEET rozREV.12 — ;/21 Page 15 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 1 /22/2023 SUB ECT TO CODE AND F LD INSPECTION A w IY X A w w r 3�: w 0 Y CK Q x = on o 0 o y w v v Eo ca 4 1 /2" BARNWOOD TEXTURE TWO LAYERS MESH 4x4xW6.7xW6.7 5'-1 1 /8" 6'-0" 4'-11 1 /4"<PS-19> 4'-9 1 /4"<FL-847> -10 7/8%BA, 5' DIA.><TEX, B.D. 13'X13'> NWOOD TORE 2'-8 13/16"<B.O. 5" DIA> <TEX. B.O. 13"X13"> 1'-11 1 /4"<PS-19> 1'-3 1 /4"<FL-847> 10 1/4 11 <PS-1 9> 0" 18FBS2300168 EMBEDDED M7 ITEM PS-19 PS-2 PS-10 R4xl72 R303 R4x18 FL-847 B.O. 5" DIA TEX. B.O. 13%13" R4a68 R320 9 A A A A A A IEXIURE A A A S �nN4L 0 o o � N o o � a V) N rn X M X V) N O N N rn r v a IL y EXPIRES Aril 23, 2025 A o °A o 00 I p O m j a I 00 September 29, 2023 1 A W F- A i a 0 i Q P"Xtucft I iv u7 a) I N In °� 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 m 901 N. Highway 77 Hillsboro, TX 76645 v 362 Waverly Road Williamstown, WV 26187 oo 30 rso.ecr nnc �_ OZARK 1 io BUILDING NUMBER OZ1-319 NOTICE The information contained herein is proprietary and the exduaee property of CXT Incorporated. The information may only be used by the original recipient for the purpose intended. Reproduction or distribution of this information ie strictly prohibited without the prior written consent of CXT Incorporated. By allowing use of this information, CXT Incorporated grants no warranty, express or implied, includng a warranty of merchantability or of fitness for a particular purpose. CXr Incwparated NOTES: 1. REINFORCING BARS R4x172 TO BE PLACED IN PAIRS. ONE AT EACH FACE WITH 1 1/4" COVER ® FORM FACE & 3/4" COVER ® NEAR FACE 2. R4x18 BARS TO BE PLACED W/ 1" COVER NEAR FACE. 3. ALL OTHER BARS TO BE CENTERED IN PANEL. ROOF SLAB MARK R1 VO. SHEET REV. OZ1-13 13 0 21 Page 16 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION AN 18FBS2300168 R4x172 R303 ' R303 R303 R4x18 � TYP ao � o' R303 R3 3 R303 R4x172 R4x172 Page 17 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN Page 18 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 1 /22/2023 SUB ECT TO CODE AND F LD INSPECTION 7 1 1/4" SEE FLOOR DRAIN DETAIL SEE 2'-0%1'-4" BLOCKOUT DETAIL 8 f 2„ �5 6n 3'-6 1/16" 8'-0 1 /16" 9'-4 1 /16" 12'-0" ELECTRICAL BLOCKOUT 6" DIA BELOW FLOOR PIPING — KEY NOTES 1. 4" CLEAN OUT TO GRADE. 2. 2" FLOOR DRAIN. FIELD INSTALLED W/ TRAP SEAL SYSTEM IF OPTION IS ACCEPTED, INSTALL AS SHOWN W/ VENT & WASTE PIPE. (24%16" BLOCKOUT) 3. 2" VENT EXTENDED 12" ABOVE FINISHED FLOOR LEVEL, (1 FOR EA FLOOR DRAIN IF FLOOR DRAIN OPTION ACCEPTED) PROVIDE TEST PLUG. (24"x16" BLOCKOUT) 4. 4" WASTE PIPE EXTENDED 12" ABOVE FINISHED FLOOR LEVEL, PROVIDE TEST PLUG. (24%16" BLOCKOUT) 5. 1 1/4" TYPE K or L ANNEALED 'SOFT' COPPER WATER SERVICE EXTENDED 12" ABOVE FINISHED FLOOR LEVEL, PROVIDE TEST CAP AT END. (24%16" BLOCKOUT) 6. 30" MIN. BURY, PROVIDE TRACER TAPE. 7. MIN. BURY PER LOCAL REQUIREMENTS TO PROTECT AGAINST FREEZING AND DAMAGE. 8. 2" FLOOR DRAIN. FIELD INSTALLED W/ TRAP SEAL SYSTEM IF OPTION IS ACCEPTED, INSTALL AS SHOWN W/ VENT & WASTE PIPE. (10" DIA BLOCKOUT) 9. ELECTRICAL STUB UP, (6" DIA BLOCKOUT) 4" 4" X 2 4 ALL PIPING INDICATED ON THIS SHEET IS NOT BY CXT in 2'-0" x V-4" BLOCKOUT DETAIL PIPING LEGEND BELOW FLOOR WASTE PIPING SCH 40 PVC ASTM D2665 TYPE DWV BELOW FLOOR VENT PIPING SCH 40 PVC ASTM D2665 TYPE DWV 1 1/4" WATER SERVICE ANNEALED "SOFT" COPPER ASTM B88, TYPE 'K' OR 'L' ;d. FLOOR DRAIN DETAIL NOTES A. CAST -IN DRAIN HOUSING (10" INSIDE DIM - PROVIDED BY CXT) `a B. FIELD INSTALLED GROUT, SLOPE TO DRAIN (CXT PROVIDED -INSTALLATION NOT BY CXT) C. 2" WASTE PIPE - STUB UP 12" ABOVE GRADE (NOT BY CXT) D. 2" TRAP SEAL PART# P26001 (CXT PROVIDED -INSTALLATION NOT BY CXT) E. P-TRAP ASSEMBLY (NOT BY CXT) F. 2" FLOOR DRAIN VENT RISER - STUB UP 12" ABOVE GRADE (NOT BY CXT) 4. IF a e 'a GRADE- 0 10" DIA FLOOR DRAIN DETAIL E) 18FBS2300168 24" x 16" r l [PLUMBING BLOCKOUT —TO MAIN f WASTE LINE �1tiLIAM R� �, og WAsy`� GOD •/� O �a NAL ' EXPIRES Aril 23, 2025 September 29, 2023 CXT* Roducts 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 pRQECT nnc OZARK 1 BUILDING NUMBER OZ1-319 NOTICE The information contained herein is proprietary and the exclusive property of CXT Incorporated. The information may only be used by the original recipient for the purpose intended. Reproduction or distribution of this information is strictly prohibited without the prior written consent of CXT Incorporated. By allowing use of this information, CXT Incorporated grants no warranty, express or implied, including a warranty of merchantability or of fitness for a particular purpose. c oeaperated FLOOR DRAIN LOCATIONS AND BELOW FLOOR PIPING WG NO. SHEET REV. OZ1-16 16 0 21 Page 19 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 ;UB ECT TO CODE D F LD INSPECTION WASTE PIPING WASTE PIPING - KEY NOTES 1. 2" FLOOR DRAIN, FIELD INSTALLED (NOT BY CXT) 2. 4" WASTE THROUGH FLOOR, FIELD INSTALLED (NOT BY CXT) 3. PROVIDE TEST PLUG IN END OF WASTE PIPE. CONTINUATION OF PIPING IS FIELD INSTALLED & NOT BY CXT. VENT PIPING VENT PIPING - KEY NOTES 1. 2" FLOOR DRAIN, FIELD INSTALLED (NOT BY CXT) 2. 3" VENT THROUGH ROOF. 3. 2" VENT WITH TEST PLUG. 4. FIELD INSTALLED 2" VENT PIPING FROM FLOOR DRAINS. (NOT BY CXT) SPECIAL NOTES: 1. TOTAL FIXTURE COUNT: (4) 2. FLOWING PRESSURE: 45 PSI MIN, 80 PSI MAX 3. TOTAL DEVELOPED LENGTH = 32'-0— *APPROXIMATE DISTANCE FROM THE SOURCE TO THE FARTHEST FIXTURE WATER PIPING WATER PIPING - KEY NOTES 1. 2" FLOOR DRAIN, FIELD INSTALLED 2. FIELD INSTALLED 1-1/4" WATER SUPPLY WITH SHUT-OFF VALVE NEAR FLOOR. 3. 3/4" HOSE BIBB WITH VACUUM BREAKER AND WHEEL HANDLE. 4. WATER PIPING ALONG WALL, SEE DIAGRAM ON SHEET OZ1-18. PIPING LEGEND COLD WATER; COPPER. ASTM B88, TYPE "K" OR "L" HOT WATER; COPPER, ASTM B88, TYPE "K" OR "L" VENT PIPING; SCH 40 PVC, ASTM D2665, TYPE DWV WASTE PIPE; SCH 40 PVC, ASTM D2665, TYPE DWV FIELD PIPING; (NOT BY CXT) �1tiLIAM R� �, og Wasy`� ye •qO �a :4L t" EXPIRES Aril 23, 2025 September 29, 2023 I6701 E Flamingo Ave Bldg 300 Nampa, ID 836871 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 OZARK 1 BUILDING NUMBER OZ1-319 Nonce Reproduction or distribution of Nit prohibited without the prior written grated. By allowing use of this inl �arated grants no warranty, express rranty of merchantability or of purpose. cxr mcwp«atm rATER, WASTE, & VENT PIPINGI I PLANS & NOTES OZ1 —1 171 O 2 Page 20 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 SUB AND F /22/2023 1 1/2" EiDINSPTO ECTION 1 1/2" TRAP ARM P-6 " 4TO FIXTURES 1-1/4" � WYE STRAINER P-2 3'-6" MAX LENGTH � 2 QUICK COUPLER P-3 1 1/2„ FOR BLOWING OUT WATER PIPING W/ CO 1/2" �� COMPRESSED AIR " 74PIPING P2 1 1 /4" 9 1/2" CW W/ BALL VALVE BY CXT 3THROUGH P3 5 �� 1/2" BALL VALVE 1-1/4" BALL VALVE FLOOR 1-1/4" ANNEALED TYPE K OR L "SOFT" COPPER SERVICE P-12" WASTE 1-1/4"NOT BY CXT 1-1/4" CW SUPPLY W/ SHUT 4 P1 OFF VALVE (NOT BY CXT)3" WATER SERVICE DETAIL CO P-5P-4P-4NOTE: 1/2 INSULATE HW PIPING WITH 1" (R3.6) 4" W W/ CO (N WATER PIPING DIAGRAM RELIEF VALVE - PIPE TO PRE -MOLDED PIPE INSULATION WITH ASJ NEAR FLOOR DRA WASTE & VENT RISER DIAGRAM PIPING LEGEND 1/2„ VACUUM BREAKER WATER PIPE — KEY NOTES EXPANSION TANK 1. 1-1/4" COLD WATER THRU FLOOR, NOT BY COLD WATER; COPPER. 'L' AMTROL ST-5 LIANj R CXT. ASTM B88, TYPE 'K' OR WATER PIPE: BALL VALVE O� WAsy` 2. 3" VENT THROUGH ROOF ��,SF 3. TO THIS POINT BY CXT. HOT WATER; COPPER, 'K' 'L' COPPER, ASTM 588, TYPE K r w 4 r. IA"� 4. WATER HAMMER ARRESTOR SIOUX CHIEF ASTM B88, TYPE OR 1/2" CW y HYDRA-RESTOR #654-C OR EQUAL VENT PIPING; SCH 40 PVC, WASTE PIPE: ABS, ASTM D2665, SCHED. 40 ELECTRIC WATER HEATER 0- y� 5. 1 2" AIR QUICK CONNECTION W BALL VALVE / / W/ SEISMIC RESTRAIN TO WALL q; FOR BLOWING OUT WATER PIPING. ASTM D2665, TYPE DWV PROVIDE BACKFLOW PREVENTER 6. HOSE BIB WASTE PIPE; SCH 40 PVC, ONLY IF SPECIFICALLY REQUIRED S�nN4L�� 7. FLOOR DRAIN, FIELD INSTALLED (NOT BY CXT) BY LOCAL JURISDICTION COLD WATER MAIN ASTM D2665, TYPE DWV 8. 2" FLOOR DRAIN VENTS 9. ASSE 1070 WATER TEMPERATURE LIMITING FIELD PIPING; (NOT BY CXT) HOT WATER PIPING RISER DIAGRAM EXPIRES April 23,2025 DEVICE. 10. PROVED SHUT-OFF VALVES ON COLD AND HOT NTS September 29, 2023 p x� WYE STRAINER WATER SUPPLY FOR EACH FIXTURE. SYM DESCRIPTION MANUFACTURER CXT PART NUMBER FLUSH VL FAUCET SUPPLIES QTY HW CW WASTE VENT SUPPLIES NOTES CRT* P"Xtwft 1. OFFSET FLUSH VALVE TAILPIECE PER ADA, RIGHT OR LEFT HAND, AS P-1 WATER CLOSET ACORN PENAL —WARE 1680 SERIES SLOAN "ROYAL" SLOAN HY33A 1 1-1/4" 3" 2" REQUIRED. PROVIDE FLUSH VALVE FOR 4" WALL THICKNESS. (PUSH BUTTON) 1680—W-1 #952-1.6 L-3 W=4" 2. MOUNT RIM AT 17" ABOVE FLOOR. 6701 E Flamingo Ave Bldg 300 Nampa, 83687 3. USE CLOSET GASKET JG13534 AND Z1203 FINISH KIT 901 N. Highway 77 Hillsboro, 1X 76645 1. 1/2X15 COMP ANG LAV BSCR1915AC 362 Waverly Road Williamstown, WV 26187 , OZARK 1 P-2 LAVATORY (SENSOR) ACORN PENAL —WARE 1652 SERIES 2652-1—BP-04—M SLOAN "ETF-610" 3LOAN EL-154 1 1/2" 1-1/2" 1-1/2" 2. 3 PC COVER SET PF202WH. BUILDING NUMBER OZ1-319 1. PROVIDE FLUSH VALVE FOR 3" WALL THICKNESS. nonce P-3 URINAL (PUSH BUTTON) ACORN PENAL —WARE 1709HEU SERIES 1709HEU—W-1 SLOAN "ROYAL" #995.1 SLOAN HY33A 1 1/2" 3/4" 2" 2" 2. MOUNT RIM AT 17" ABOVE FLOOR. me information contaired herein is proprietary and the a.auawepropertyofcxTmoorporatea. The information may only be used by the original recipient for the purpose intended. Reproduction or distribution of this information is strictly prohibited without the prior written consent of 1, DUAL HEIGHT COMBINATION W/ CANE SKIRT CXT Incorporated. By allowing use of this information, cxT Incorporated grant. allowing warranty, express or implied, P-4 DRINKING FOUNTAIN ELKAY VRCTL8WSK 1 — (2) 1/2' (2) 1-1/2" (2) 1-1/2' ina warranty of merchantability or of fitness for a particular purpose. gxr,ee„p,ra,,, n v. arscwnax rsrwovK wax 1, 4 GALLON 120V WALL MOUNTED WATER HEATER. PROVIDE GFCI OUTLET IN SCALE DRANK 1/4" = 1'-0" G SCHOEf1E DATE FILE 09 14 23 NO. 1 OZ1-319 CHECKED I N. PENNER PLOT 1 4e P-6 WATER HEATER EEMAX EMT-4 1 1/2" 1/2' — CHASE PER MF'R RECOMMENDATIONS, PLUMBING SCHEDULE, DIAGRAMS & NOTES TRAVIS 54960—CXT (QTY 2) 1. 2" TRAP SEAL PART# P26001 DWG NO. SHEET REV. P-7 FLOOR DRAIN 1 — 2" 2" OZ1-18 18 ° SIOUX CHIEF (CHASE) 840-2A (QTY 1) 2, Page 21 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 TUB ECT TO CODE D F LD INSPECTION (3) #21 (CU), (1) #8 (CU) GRID. 2"C. (NOT BY CXT) 120/240/10/3W INTERIOR SURFACE MOUNTED LOAD CENTER WITH MAIN BREAKER AND GROUND BAR. ALL EQUIPMENT INCLUDING BRANCH BREAKERS 2P 100A RATED AT 22,000 AIC. BLOCK -OUT UNDER PANEL PROVIDED FOR SERVICE LATERAL. CD Disconnect for hand dryer shall comply with NEC 422.31. Inspector to confirm compliance 77 BOND BUILDING COLD WATER JPER NEC PIPING TO GROUND BUS PER NEC. (BY CXT) ONE —LINE POWER DIAGRAM N TS GENERAL ELECTRICAL NOTES 1. RECESSED JUNCTION BOXES FOR SINGLE DEVICES SHALL HAVE SINGLE GANG MUD RINGS CAST IN CONCRETE WALLS. 2. ALL RECEPTACLES SHALL BE GFCI PROTECTED BY CIRCUIT BREAKERS OR BY OTHER GFCI RECEPTACLES 3. ALL CONDUIT SHALL BE 3/4" MINIMUM, EXPOSED CONDUIT SHALL BE EMT, RECESSED SHALL BE PVC. 4. INSTALL ALL WIRING IN CONDUIT OR RELATED ENCLOSURES. 5. ALL ELECTRICAL INSTALLATIONS SHALL MEET THE 2020 NATIONAL ELECTRICAL CODE W/ STATE AMENDMENTS. 6. MINIMUM WIRE SIZE SHALL BE #12 AWG COPPER, THHN INSULATION UNLESS NOTED OTHERWISE. 7. ROUTE ALL CONDUITS IN UTILITY ROOM AT CEILING OR FACE OF WALLS. 8. PROVIDE SPEED SWITCH FOR FAN CONTROL LOCATED IN CHASE. 9. ELECTRICAL DRAWINGS ARE DIAGRAMMATIC IN NATURE AND MAY NOT SHOW EXACT LOCATIONS OF DEVICES, REFER TO WALL PANEL AND OTHER DRAWINGS FOR EXACT LOCATIONS OF J-BOXES, ETC. 10. PROVIDE CIRCUIT BREAKER LOCKOUT TAB FOR HAND DRYER. Disconnect for hand dryer shall comply with NEC 422.31. Inspector to confirm compliance AMP 100 SURFACE MOUNT PANEL SCHEDULE PANEL 120/24OV, 1 P, 3W O. DESCRIPTION OCP ITYPE (VA) (A) 1 PHOTO CONTROLLED EXTERIOR LIGHTS 1 P/20A 1 0.2 3 CHASE LIGHT 1P/20A N 25 0.2 RESTROOM HAND DRYER 1P/20A L 1 1.140 9,5 NOTE: MAXIMUM ALLOWABLE AIC IS 22KAMPS, PANEL MODIFICATIONS WILL BE REQUIRED (NOT BY CXT) IF TRANSFORMER CAPACITY EXCEEDS 175 KVA. TOTAL CONNECTED VA LOAD TOTAL CALCULATED VA LOAD 1H NO. DESCRIPTION OCP TYPE (VA) (A) A 2 CHASE RECEPTACLE 1 P120A R 180 1.5 B 4 RESTROOM LIGHT & FAN 1 P/20A N 97 0.8 A 6 EEMAX WATER HEATER GFCI OUTLET 1 P120A R 1,400 11.7 B 8 PLUMBING SENSORS 1 P120A R 140 1.2 A 10 DRINKING FOUNTAIN GFCI 1 P120A R 370 3.1 B 12 A 14 B 16 A 18 B 20 (C)ONTNNUOUS 28 x1.25 35 VA (R)EC (1ST 1 OKVA) 2090 x1.00 2090 VA (N)ON-CONTINUOUS 122 x1.00 122 VA LARGESTMOTOR 1,140x1.25 1,425 VA TOTAL LOAD 3,380 VA 3,672 VA 15.3 AMPS LIGHTING FIXTURE SCHEDULE Of ``' w CD < DESCRIPTION x => ID a � z > 3 LUMINAIRE VPF84 INTERIOR LIGHT FIXTURE, VPF8-4FT—NODIM-25W-40K—MVOLT—CLP—WHT—WL-20CC A 120 25 SURFACE MOUNTED, LED LAMP 4 FT, WRAP AROUND LENS, LOW TEMPERATURE DRIVER, OCCUPANCY SENSOR W/ ADDITIONAL OCCUPANCY SENSOR FOR FAN CONTROL SWOOP 610 LED EXTERIOR LIGHT, YWP610-14W HP-3500K-12O-CP-BRZ-CAB/PC EXTERIOR, B 120 14 VANDAL RESISTANT, WALL MOUNTED, 14 WATT, CLEAR PRISMATIC LENS, BUILT IN PHOTOELECTRIC CONTROL LUMINAIRE VPF84 INTERIOR LIGHT FIXTURE, VPF8-4FT-NODIM-25W-40K-MVOLT-CLP-WHT-WL SURFACE MOUNTED, LED LAMP 4 FT, WRAP AROUND LENS, C 120 25 LOW TEMPERATURE DRIVER, SWITCH ACTIVATED NOTE: THE SOURCE OF EFFICACY OF EXTERIOR LIGHTING IS TO BE A MINIMUM OF 45 LUMENS PER WATT EXHAUST FAN SCHEDULE SYM MFR MODEL # CFM SONES VOLTS AMPS WATTS NTS. EF-1 FANTECH FG-4XL 150 6.0 120 0.75 72 1.2 NOTES: 1. FANS LISTED FOR WET LOCATION, CONTROL VIA OCCUPANCY SENSOR. LOCATE OPEN FACE J-BOX ON EXTERIOR SIDE OF PANEL. 2. EXHAUST FAN SPEED LIMIT CONTROL TO BE SET TO PROVIDE BETWEEN 70 AND 105 CFM. rLLIAty �, j dog wasy� AL EXPIRES April 23, 2025 September 29, 2023 on I6701 E Flamingo Ave Bldg 300 Nampa, ID 836871 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 OZARK 1 BUILDING NUMBER OZ1-319 Nonce Reproduction or distribution of Nit prohibited without the prior written grated. By allowing use of this MI �arated grants no warranty, express rranty of merchantability or of purpose. cxr mearp«ama ELECTRICAL SCHEDULES & NOTES M NO. SHEET REV OZ1-19 Y0 Page 22 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/2023 iUB ECT TO CODE D F LD INSPECTION I SPEE CONTROL I o C#2 I I I II OII II OII A C#1 C x C#4 �O C#3 EF 1 LIGHTING & EXHAUST FAN PLAN N.T.S. KEY NOTES OOCCUPANCY SENSOR CONTROLLED LIGHTS AND EXHAUST FANS. OLIGHT FIXTURE TO BE CONTROLLED BY INTEGRAL PHOTOCELL. OCIRCUIT AS NEEDED FOR THE LOAD OF THE EXHAUST FAN. WIRE THRU SPEED SWITCH (IN CHASE) AND OCCUPANCY SENSOR. 4O CHASE LIGHT TO BE SWITCH ACTIVATED. 5O PLUMBING SENSOR FOR LAVATORY. 6O NOT USED. 7O GFCI OUTLET FOR WATER HEATER. C#5 O PLUMBING SENSOR OS TO TRANSFORER C#8 i 0 # C#10 Inspector to confirm drinking fountain is GFCI protected WATER HEATER, HAND DRYER, PLUMBING SENSOR & DRINKING FOUNTAIN PLAN N.T.S. SYMBOLS LEGEND SURFACE MOUNTED CONDUIT O NOTE REFERENCE CROSSHATCH DENOTES WIRES, (ALL #12AWG UNO) ALWAYS LED FIXTURE ONE WIRE TO BE GROUND WIRE O LED FIXTURE SURFACE MOUNTED CONDUIT �{} EXHAUST FAN SPEED CONTROL CONCEALED CONDUIT GFCI RECEPTACLE LOAD CENTER/PANEL-C O JUNCTION BOX �1tiLIAM �, og WAsy`� w �w � c� 9 C i ye •q� O �a :4L t" EXPIRES Aril 23, 2025 September 29, 2023 CRT* P"Xtucts 6701 E Flamingo Ave Bldg 300 Nampa, ID 83687 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 aao.ecr nnc OZARK 1 BUILDING NUMBER OZ1-319 Nonce Reproduction or distribution of this information prohibited without the prior written consent of grated. By allowing use of this information, �arated grants no warranty, express or implied, warranty of merchantability or of fitness for a purpose cxr mwrp«atm ELECTRICAL PLANS, NOTES, & LEGEND NO. SHEET REV OZ1-20 X0 Page 23 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION 18FBS2300168 AN 1 /22/202 iUB ECT TO C D F LD INSPE E WALL PANEL W1 TION EMBEDDED MATERIALS ITEM QTY AS-2 4 PS-2 8 PS-10 2 R3xll4 2 R3x96 4 R305 4 R405 2 SI-2 MOLD 1 B.O. 40 1 /8 x 82 1 /4" 1 ROUND MUD RING 1 4x4 J—BOX 1 B.O. PARTIAL 3"A"x2" DP 1 CU. FT. CONC. 21(0.76)85 Q. FT. W.W.F. APPROXIMATE WEIGHT 3,089 FLOOR SLAB F1 EMBEDDED MATERIALS ITEM QTY AS-3 4 PS-19 17 R4x122 4 R4x140 2 R302 8 R3a46 2 R3x54 4 R3x122 6 B.O. 6" DIA 1 B.0.24"ai6" 1 FLOOR DRAIN 1 CU. FT. CONC. 51 1.90 SO. FT. W.W.F. 252 APPROXIMATE WEIGHT 7,661 WALL PANEL W2 EMBEDDED MATERIALS ITEM QTY AS-2 3 PS-2 8 PS-10 2 R405 2 R4x114 1 4x4 E—BOX 2 ROUND MUD RING 1 B.O. 2" DIAMETER 2 B.O. 3" DIAMETER 1 B.O. 1 1/2" DIAMETER 1 W.C. WALL SLEEVE 1 URINAL WALL SLEEVE 1 B.O. 41/2" DIA 1 CU. FT CONC. 28 1,04 SQ. FT. W.W.F. 85 APPROXIMATE WEIGHT 4,230 ROOF SLAB R1 EMBEDDED MATERIALS ITEM QTY PS-19 9 PS-2 1 PS-10 4 R4x172 6 R303 6 R408 16 FL-847 4 B.O. 5" DIA 2 TEX. B.O. 13"a13" 2 R4x68 2 R320 8 CU. FT. CONC. 38 1.41 SQ. FT. W.W.F. 183 APPROXIMATE WEIGHT 5,716 WALL PANEL W3 EMBEDDED MATERIALS ITEM QTY PS-2 8 PS-10 2 R3xl14 2 R3x96 4 R3x35 4 R405 2 AS-2 4 B.O. 40 1 /8" x 82 1 /4" 1 CU. FT. CONC. 21 0.76 SQ. FT. W.W.F. 85 APPROXIMATE WEIGHT 3,089 ROOF SLAB R2 EMBEDDED MATERIALS ITEM QTY PS-19 9 PS-2 1 PS-10 4 R4a172 6 R303 6 R4a18 16 FL-847 4 R320 8 R4x68 4 CU. FT. CONC. 38 1.41 SQ. FT. W.W.F. 183 APPROXIMATE WEIGHT 5,725 WALL PANEL W4 EMBEDDED MATERIALS ITEM QTY PS-19 9 PS-2 1 PS-10 2 R4x140 4 R4x92 6 MS-6 1 R303 3 AS-2 3 R4x48 2 R322 2 R308 2 B.O. MS-2 SI-2 MOLD 1 4x4 J—BOX 1 B.O. PARTIAL 3"x8"x2" DP 1 RECT. MUD RING 1 CU. FT. CONC. 31 1.13 SQ. FT. W.W.F. 96 APPROXIMATE WEIGHT 4,565 WALL PANEL W5 EMBEDDED MATERIALS ITEM QTY PS-19 9 PS-2 1 PS-10 2 R4xl40 4 R4a92 8 AS-2 3 R303 3 MS-6 1 R322 2 R3x38 2 B.O. MS-2 1 SI-2 MOLD 1 CU. FT. CONC. 31 1.13 SQ. FT. W.W.F. 96 APPROXIMATE WEIGHT 4,565 �1tiLI" R. �, og WAsy`� yr :4L t" EXPIRES Aril 23, 2025 September 29, 2023 0 I6701 E Flamingo Ave Bldg 300 Nampa, ID 836871 901 N. Highway 77 Hillsboro, TX 76645 362 Waverly Road Williamstown, WV 26187 OZARK 1 BUILDING NUMBER OZ1-319 Nonce crated grants no warranty, express or implied, rranty of merchantability or of fitness for a purpose. C%r Incdparated EMBEDDED MATERIALS OZ1-21 21 0 21 Page 24 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18FBS2300168 CXT Inc. (Precast Division) Calculations OZARK I OZI-319 Structural Analysis Design Loads 400 psf Live Floor Load 250 psf Ground Snow Load Wind Speed —150 mph Exp. C Seismic Design Category: D Design Standards 2018 International Building Code ASCE 7-16/ ACI 318-14 U1r752 Bullet Resistance Classification: Level IV Report#:2012-647 Not part of L&I review or approval THIS REPORT CONTAINS 21 PAGES, INCLUDING THIS COVER AND THE TABLE OF CONTENTS. ANY ADDITIONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN, EXPIRES April 23, 2025 September 29, 2023 Page 25 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND INDUSTRIES FAS PLAN REVIEW/SECTION APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION Table of Contents Description 2018 International Building Code ASCE 7-16 MWFRS and C&C Wind Loads ASCE 7-16 Snow Loads ASCE 7-16 Seismic Loads Roof Panel Analysis Wall Panel Analysis Floor Analysis Building Analysis Appendix: (Provided Upon Request) UL-752 Bullet Resistance Testing 18FBS2300168 Page(s) All attached documents are for reference only and designed or approved by others. THIS REPORT CONTAINS 21 PAGES, INCLUDING THE COVER AND THIS TABLE OF CONTENTS. ANY ADDITIONS TO, ALTERATIONS OF, OR UNAUTHORIZED USE OF EXCERPTS FROM THIS REPORT ARE EXPRESSLY FORBIDDEN. 3-4 5-6 7-16 17-18 19 EXPIRES April 23, 2025 September 29, 2023 Page 26 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLANi/SE1'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION OZARK I OZI-319 Main Wind Force Resisting System Loads (ASCE 7-16) OZARK I OZI-319 Category 11 IBC TABLE 1604.5; Risk Category of Buildin s and Other Structures. Exposure C See § 26.7.3; Ex -sure Cate Dries General. velocity150 h See Figure 26.5-IA thm 26.5-2D: Basic Wind Speed 3 second Gust h.wind 8.00 ft Windward wall he t Klee 8.00 ft Leeward wall hei t W.bailding 10.5 ft Width ofthe building L.building 12 ft Length of the building H.building 9.75 ft Height ofthe building to the ridge). Enter 0 if unknown. Roof Rise 3 Roof itch r foot a 14.04 deg RoofAngle Kit 0.85 Wind directionality factor. 0.85 when using load combinations, 1.0 otherwise. K, 0.00 See Figure 26.8-1: Multipliers for Obtaining Topographical Factor KA Kz 0.00 Kj 0.00 Kzt 1 Too phic fact h 8.875ft Meanroofhet I n. 8.45 Natural frequent Flexibility Rigid Building flexibili a 9.5 Terrain factor 900 If Terrain factor Velocity Pressure Exposure Coef K(z) I 0.849 latwindwardeavi Velocity Pressure 27.3.2 q, 1 41.56 psf Partially Enclosed if the building meets both ofthe following conditions: 1. Total area of openings in one wall exceeds area of openings in the balance ofthe building by more than 10%. 2 Total urea -£openings in one wall exceeds 4 sq. ft. or 1% of area of that wall and the total area of openings in the balance ofthe building does not exceed 20% ofthe urea in the balance ofthe building. 18FBS23001603ge 1 of 19 Date: 09/21 /2023 Zone Opening Area Gross Area A i Act Condition 1 Condition 2 Condition 3 Condition 4 T e: Windward sidewall 0 s ft 96.0 ft 408.4 s ft O s ft 0.00 0.00 0.00 0.00 Enclosed Windward endwall O s ft 93.2 ft 411.2 s ft O s ft 0.00 0.00 0.00 0.00 Enclosed Leeward sidewall O s ft 96.0 ft 408.4 s ft O s ft 0.00 0.00 0.00 0.00 Encl-sed Leeward endwall 0 s ft 93.2 ft 411.2 s ft O s ft 0.00 0.00 0.00 0.00 Enclosed Roof O s ft 126.0 s ft 378.4 s ft 0 s ft 0.00 0.00 0.00 0.00 Enclosed Enclosed External Pressure Coefficients C, 0.8 See 27.3.3 Roof Overhangs 0.8 Windwardwall Usewith z Fi .2Z3-1 Cp -0.500 Leeward wall wind normal to ride Use with h -0.471 Leeward wall wind parallel to ride Use with h -0.7 Sidewalls Use with h Fig. 27.4-1 Pos. Windward Ne . Windward Leeward Roof Pressure Coefficients (Fig 27.3-1) Normal to Ride when Theta 10de ees -0.180 -0.959 -0.582 LB = 0.88 LB = 1.14 Roof Pressure Coefficients (Fig 27.3-1) Normal to Ridge when Theta < 10 deg. -1.18 -0.76 -0.64 Roof Pressure Coefficients (Fig 27.3-1) PARALLEL to Ridge -1.09 -0.80 -0.60 Wall Pressures: tive w/ Positive Internal Windward sf 20.78 sfLeewad windnormal �35.74 sf _25.14 sfLeeward wind llel sf _24.14 sfSide Wall sf -32.21 sf Additional Overhang Pressure: 28.26 sf Roof Pressures: Wind Parallel to ride for all roof slopes: Location w/ Positive Internal 0 to h/2 -46.05 sf h/2 to h -35.89fisf h to 2h -28.53 psf Over 2h -24.85 psf Wind Speed: 150 m h RoofSlope, 3.00 : 12 COMPONENTS & CLADDING Exposure: C Mean Roof Height: 8.88 ft Effective Area Zone 10.0 sq ft 100.0 s ft 500.0 sq ft 1 -38.21 sf 19.98 sf -34.05 £ 11.67 f -34.05 sf 11.67 sf 2 -71.45 psf 19.98 Psf -50.67 psf 11.67 psf -50.67 psf 11.67 psf 2oh _91.44 psf -91.44 psf -91.44 psf 3 -108.86 psf 19.98 sf -83.92 f 11.67 f -83.92 sf 11.67 sf 3oh -153,78 sf -103,90 sf -103.90 sf 4 -46.52 sf 40.76 sf -38.21 f 33.70 f -34.05 sf 28.29 sf 5 -58.99 Pat 40.76 psf -46.52 psf 33.70 psf -34.05 psf 28.29 sf 3.00 ft Gust Factor - (26.9) G = 1 0.85 Internal Pressures: Ne tive: -7.48 sf Positive: 7.48 sf Roof Pressures Wind Perpendicular to Ridge w/ 8>=10 de w/ Negative Internal 1.12 psf w/ Positive Internal -41.36 psf *WORST CASE LOADING Roof Pressures: Wind Perpendicular to ridge for 8 < 10 deg: Location w/ Positive Internal 0 to h/2 0.00 sf h/2 to h 0 fil at h to 2h 0.00 psf Over 2h 0.00 psf ligher pressures at the ridge line only applies to roof pitches > 7 legrees Page 27 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLANi/SE1'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION OZARK I OZI-319 ASCE, 7-16 SNOW LOAD CALCULATION 18 F BS230016Pge 2 of 19 Date: 09/21 /2023 Category II IBC TABLE 1604.5: Risk Category of Buildings and Other Structures. Exposure C See § 26.7.3: Exposure Categories, General. Pg 250 psf See ASCE Figure 7.2-1: Ground Snow Load W.building 10.5 ft Length of the building L.building 12 ft Width of the building H.building 9.75 ft Height of the building (to the ridge). Enter 0 if unknown. Roof Rise(per foot) 3 Roof itch a 14.04 deg Roof An le ASCE Table 7.3-2 - Thermal Condition: C, All structures except as indicated below: 1.0 Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R- value) between the ventilated space and the heated space exceeds 25*h de *s ft/BTU). 1.1 Unheated and open air structures 1.2 Structures intentionally kept below freezing 1.3 Continuously heated greenhouses with a roof having a thermal resistance value (R-value) less than 2.0*h (deg*sq ft/BTU). 0.85 C, 1.2 (Choose from table above) Is 1 ASCE Table 1.5-2 Surface Unobstructed ASCE § 7.4 Roof type Gable Hot. Eave to Ridge Distance - windward 5.25 ft Roof Ex osure Partially exposed ASCE Table 7.3-1 Ca 1 ASCE Table 7.3-1 Cs 1 Slope Factor from Figure 7.4-1 Low Sloped?: Yes ASCE § 7.3.4 Pf 210.00 psf Flat Roof Snow Load P, 210.00 psf Sloped Roof Snow Load Use unbalanced? Yes ASCE § 7.6.1 Pwind—d 0.00 psf ASCE § 7.6.1 Plm a,d 1 250.00 psf ASCE § 7.6.1 PI—ard 2 250.00 psf ASCE § 7.6.1 Distance from Ridge to Edge of P1,_d, loading 5.3 ft ASCE Figure 7.6-2 7 30.00 pcf Snow density Eq. 7.7-1 of ASCE 7 S 4 Run per rise of 1 ASCE § 7.1 hd 10.19 ft Height of drifting snow on leeward side hb 7.00 ft Height of balanced snow 30 25 20 15 3 C 10 5 0 0 Snow Load on Gable Structure �------------------ 1 1 I � 1 I 2 4 6 8 10 12 14 Structure Cross Section STRUCTURE Balanced Snow ----Unblanced Snow Page 28 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLANi/SE1'lI AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION OZARK I OZI-319 Seismic Loads (ASCE 7-16) 18 F BS230016Pge 3 of 19 Date: 09/21 /2023 OZARK I OZI-319 Cale o 11 IBC TABLE 1604.5: Risk Category of Buildin s and Other Structures. Ss 1.348 g Max. Earthquake Ground Motion of 0.2 sec Spectral Response Acceleration ASCE Figure 22-1 St 0.748 g Max. Earthquake Ground Motion of 1.0 sec Spectral Response Acceleration ASCE Figure 22-2 Site Class D Default Site classification Use D if unknown unless jurisdiction, or geotecluncal data determines Site Class E or F. ASCE 20.1 TL 16.0 sec Long Period Transition Period ASCE Figure 22-14 Seismic Force Resisting System A.5 Internediate precast shear walls ASCE Table 12.2-1 R 4.00 Response Modification Factor D, 2.5 System Over strength Factor C, 0.02 Approximate period parameter ASCE Table 12.8-2 x 0.75 Approxhatte period pararneter ASCE Table 12.8-2 hn 9.08 ft Height in feet from base to highest level of structure Value V Value 2* -Used for interpolation Fa 1 1.2 1 Interpolated Value JASCE Table 11.4-1 1 1 1 ***1.2 used per ASCE 11.4-2 IF, 1.7 1 Interpolated Value I ASCE Table 11.4-2 1 1.7 1.7 Sots = Fa * Ss 1.618 g Adjusted MCE Spectral Response Acceleration at short periods ASCE 11.4-1 Smt = Fv * St 1.272 g Adjusted MCE Spectral Response Acceleration at 1 sec period ASCE 11.4-2 (MCE = Maximum considered earthquake) Sox = 2/3 Sat, 1.078 g Design Spectral Acceleration Parameters ASCE 11.4-3 Sot = 2/3 Smt 0.848 g Design Spectral Acceleration Parameters ASCE 11.4-4 Ia 1 1 1 Importance Factor ASCE Table 1.5-2 Seismic Desi n Cate or 1) Based On $px D Table 11.6-1 Based on Sc� I D ITAl. 11.6-2 Geotechnical Investigation Report Required? Yes per ASCE 11.8.2 and 11.8.3, IBC 1803 Te = Ct * box 0.10 sec Approximate fundamental period ASCE 12.8-7 Ts = SDI/SM T 0.79 sec 0.10 sec Fundamental period of the structure (can be taken as Ta per ASCE 12.8.2) ASCE 12.8-2 ASCE 12.8-5 & 12.8-6 ASCE 12.8-3 & 12.8-4 ASCE 12.8.3 ASCE 12.8-1 Shear with snow load Overtuming Moment with snow load Shear without snow load Overtuming Moment without snow load C, = SDS/(R/1) 0.270 C,,,,;,, 0.094 C.,,,ax 2.025 C, 0.270 k 1.000 W 49.90 kip V = C, * W 33.63 kip Mo= 301.9 k-ft V = C, * W 26.04 kip Mo= 232.3 k-ft WITH SNOW LOAD 12.8-12 12.8-11;11.7 12.10-1 Level Story Height h; or hx w; w;'7ys C„� Fx V. (Story shear) Mx Fv.(d;,an Roof 8.88 ft 9.08 ft MW= 32.47 kip294.9 k-ft 0.988 33.22 kip33.22 kip0.0 k-ft 14.01 kip Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft17.43 kip3.6 k-ft 0.012 0.41 kip33.63 kip294.9 k-ft 7.52 kip Base 0 ft 0.00 ft 49.90 kip 298.6 k-ft Mo = 301.9 k-ft WITHOUT SNOW LOAD 12.8-12 12.8-11;11.7 12. 10-1 Level Story Height N or hx Pr (flat roof snow load) w; w;*k, C_ Fx V. (Story shear) Mx Roof 8.88 ft 9.08 ft 0 sf 21.21 ki 192.7 k-ft 0.982 25.56 kip25.56 kip0.0 k-ft 9.15 ki Walls 0.00 ft 0.00 ft Floor 0.21 ft 0.21 ft 17.43 kip 3.6 k-ft 0.018 0.48 kip26.04 kip226.9 k-ft 7.52 ki Base 0 ft 0.00 ft W= 38.64 kip196.3 k-ft Mo = 232.3 k-ft Page 29 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR ANDD7 FAS PLA iSEI'Ir AC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 Center of Mass & Rigidity OZARK I OZI-319 x v Uooer Lott = 0.0 18 F BS230016Pge 4 of 19 Date: 09/21 /2023 Wall XRelative YRelabys Sher Face Dist to COR. Dist to Cony Stiffness Stiffness "a plf dz(IN) dy(IN) W1 21.51% 0.00% 1,883 192 75.698 0.047 W2 56.98% 0.00% 4.988 50] 4.302 0.000 W3 21.51% 0.00% 1,883 192 64.302 0.047 W4 0.00% 50.00% 4 - 3771 365 4.732 61.000 W5 0.00% 50.00% 4,3771 365 4.732 61.000 Torsional Eccentricity Wgt Wgl wgt wgl as ev I. snow) (wtosnow) (w snow) (w/o snow) 4.67 6.80 49,901 38,640 roof 32.471 21,210 Center of Grayfty, ftonr 1],430 X Y 91.0 1 ]8.3 Center of Rigidty X Y 95.] ]1.5 Wall Oyerbnning Checks Using Weight of Adjacent Walls Face Transferred by Connections Between Walls Anchorage Required Toward Loeser Right TowjK Resist OyerWrning Anchor Resistance Anc Overturning statusto Design Moment mon ent MomentWall sing just connectionFran to adjacent wallsW1 (kip-ft) (kir-ft) check (kir-ft) 22.24 44.42 OK 44.42NoneR uiretlW2 87.19 45.16 Need More 45.16re TRY BASE ANCHORS22.24 33.84 OK 33.84 NoneR uired58.6 148.29 0 135.8658.6 148.29 135.86 Oyertuminj resistance considers onlythe weigh of the wall,the weght oftheroof supported by the wall, arM connection to atljacent walls. Roofweightsupportedby other walls has not been considered. Connection to adjacent walls is taken as the connection rapacity, not to exceed that portion of the adjacent wall weight that can be reasonably attributed to the connection. Wall OverWrning Checks Using Base Anchors Only Must investigate ONLY if connection to adjacent walls is insoffidern Design Toward Lower Right Toward Upper Left Canbined Required Tension Moment Anchor Resistance Anchor Resistance Loading Capacity per Wall (kip-ft) Moment (ki6ft1 check Moment (kip4 check Unity Check Base Anchor(Ib) W1 22.24 55.]2 OK 55.]2 K OK (1128) W2 87.19 42.09 Try Both 42.09 Try Both OK 2849 W3 22.24 55.72 OK 55.]2 OK (590) W4 58.64 52.30 Try Both 52.30 rvBoth OK (4290) WS 58.64 52.30 Try Both 52.30 Both OK (4290) Wall Overturning Checks Using Base Anchors and Connection to Adjacent Walls Must investigate ONLY if both base anchor alone and adjacent walls alone are insufficient Base Anchor Base Anchor Ayailable0yeituming Oyeituming Shear Tension Resistance(Idp-ft) Unity Check of R-Ined Available From Base Anchors Base Anchors Wall (%Capacity) (%Capacity) Lower Right Upper Left Lower Right Up— Left W1 0.0% 100.0% 100.14 100.14 K OK W2 0.0% 100.0% 87.26 87.26 OK W3 0.0% 100.0% 89.56 1 89.56 OK W4 0.0% 100.0% 200.59 1 188.16 OK WS 0.0% 100.0% 200.59 1 188.16 OK Page 30 of 45 Expires 03/14/2024 (D W O h to m m"s n CD N W N O N ID: I OZARK I OZI-319 DESIGN OF ROOF PANELS MARK Rl, R2 Material Pro rats f' a 5000 pi Steel Reinforcement Plain W WF Grade 80 Fy 800" si Li No Ca (Covcrete density) I50 E Steel 29000000 si E Concrte 4286626 si eIesl modulaz ratio 6.]6 11a.o Geometric Reivfarcement LimiU ,(maximum [evsiI"i't m rot) 0.0166 eG10.33 temperatmerewforcem * 0.0014 2.1z2 .m (row um tensile reinforcement) 0.0027 eG ta51 trial rewfomem,, ratio,,) 0.0033 asu(trial mwforcem. ratiio bo top) 0.0033 Loading Dea nLpaaa Pressure ov Slab D tail load 60.938 sf S Svow Load 250 of L(Live Load 0 f Lr ive Roof Load 30 sf W (Wind Load) 108.86 psf E uake Load 16.43 psf Sustained Load'm Pressure w slab W D tad load 60.938 sf S Svow Load 250 sf Lr ive Root Load 30 sf Notes: Ls IwH Ba ONE-WAY SLAB fr m lure iiiodulus 530.3 psi A-23 'h^3 12 91.125" ^4 w Ls = b'h 54 mN 1 Yt=h2 2.25 iv^4 Beta l 21.48 AG91.d33 cr= db r eleel loP dt b wL M. ivitial I80 1o.¢.z eb 1 • d steel bpvom I w9 Bs delta loneterm 480 H 8.830 kd 0.]]6m b TWO-WAY SLAB 1. 11.45 w^4 SECTION PROPERTIES 0w 0.32 w bohom mesh .ws(rewforcement ratio provided) 0.0049 mesh 0.0784 osi i. 1, pmvided) 0,0119 both la ers 0.1904 Psi fr` inforcementmtio provided) 0,0138 vmme s m.) w= 0.2208 Psi wtre Mesh (To) Wire Mesh (Bottom) Wk. Size IW6.7 Wk Sae W6.7 Trial As' 'd spacing I 4 w Trial Ast r u red s 4 w Mesh Area 0.20 w^i = As' 0.136 w^2 IMhAr. I0.20 w^i = As Factoretl Des v Loads Pressure ov Sectiov Pressure ov Sectiov Unfaetprea Des Loads Pmssum ov Section Pressure on Section Factored Loadwg per ACl Fac[or�Pressure ov wB= wL= UnfactmM Pressure wB= wL= n ivdicated SIabW W'(L^4/B^4+L^4)'be W'(B^4/B^4+L^4)'be on SlabW W'L^4/B^4+L^4*be W'H^4/H^4+L^4'be 560.213 sf klfk-lf 0 klf 330.0825 sf 0.51 klf 0 kkIf L�0.56 3.0/� 90ft /� 7.I45833 3.090ft L� 7, 1/� g5g33 /� 1.71 kip 1.71 kip 0.00 kip 0.00 kip 1.55 kip 1.55 kip 0.00 kip 0.00 kip B S w the short dvecaon = Hs-2 ohl 3.090 R L S an w the lov dnection = Ls-1 oh2 T145833333 R Factored Svstaived Loads Pressure on Section Pressure on Swdov Faclmed Loadi. per ACI Paaored Pressure ov wB = wL = n wdwated SIabW W'(L^4/H^4+IM)'be W'(B^4/B^4+L^4)'be 185.938 pf 0.19 klf 0 klf SUMMARY -� Use l Layer ofW Mesh ov Top W6.7x W6.7x4x4 3[� OgOR [� 7.I45833 Usel lymof Wve M.I,-Bottom W6.7x W6.7x4x4 0.58 kip 0.58 kip 0.00 kip 0.00 kip STATE OF WASHINGTON DEPT. OF LABOR AND FASPLANi/SEl'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION OZARK I OZI-319 O 5 g �g e C r 18 F BS230016Pge 6 of 19 Date: 09/21 /2023 Z i m i Page 32 of 45 v m o` Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FAS PLA =SETT7 AC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 DESIGN OF WALL MARKED W1 Nofea Material l?"p"" 18 F BS230016Pge 7 of 19 OZARK I OZI-319 Date: 09/21/2023 ACPs AIKraare Design ofSleader Walls A¢148 Assumptions from this methodology. Wall pa-1 shall be simply sWporkd, axially loaded, and subject w onto£ -plane uniform lateral lading where n imum-1148.23 meets aM ddl.6 as occur at mid -height of We wdl. The cross section is -hot over the height of the wall p-l. AC1148.2.2 The wall cross sections shall be tension corero0ed.-1148.23 Phi-M. x-Mcr A¢148.24 C-ro strd gravity loads sre disbiWted over the wall length AC1148.2.5 The vertical stress PU/Ag at mid -height shall rot exceed 0.06*fc AC1148.2.6 = As Factored Aaially Applied Loads Factored Laterally Appfled Loads Factored Loadmgper ACI ACI eq. 9-3 Famored Loading per ACl AC/eq- Factored Pressure on Roof Wr 1 560.213 Factore4 Prevawe w Wall Ww 94.38 psf Aakl Pressure on Secflon PUB 2.09 kip Assumption check Pu/Ag 43.542 psi 0.06*fc 300 psi Chxtw¢u.a.z.6 O.K Unfactored Aaially Applied Loads Urff tared Pressure on RoofuWr 330.0825 psf Aaial Pressure on Sectln PB 1.32 kip Shear Factored Loading per ACI ACI eq. 9-3 Va=wuB*(Bw-2db)/2 0.08 Phi*Vc2 1.69 Check Shear ACI tL5.5.1 U.K Aflowabk Capacity Ag=(b*h) 48l^2 Yl=h2 2 ft(mphae modWm) 530,330 psi Mcr 16.971 kip -in Beta_I 0.8 Trial Mtreq'd 0,0931^2 B 8.836162648 kd 0.6231 I- 497 iM4 0.003 e 0.005 0.33483 pi 0.4191 Ase 0.23 in^2 lydefleetly 6.21 iM4 IC 64.00 mW delta 150 y (maxmnvn W.H. rekffacemem) 0.0166 r-,(Mim tempernture rem rcemem) 0.0014 r�(mmimum Wmile mhfforcemevt) 0.0027 ew (trll rewforcemem ratio bottom) 0.0033 pr m (rehd'orcement ratio provided) 0.0070 Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) 0.03 k1f Hw=W*(HM/H^4+L^4) 0.06 k1f Unfsd-d Laterally Applied Loads u^ru�o�emsumo^ 58.99 psf Lateral Pressure on Secflon Lw=Al-1 / -4 + -)j U...f Hw=W*(H1/H^4+14) OA4 klf Detkclion AC11484 ce Loads Axial 1.32 kip ateral 0.02 klf ction 0.691Msa R 2.886 kip lM 2.902 kip lDs 0.012.ctlon O.K Fkau M-pflon check Span Hw Lw vet Tevsde Stml -I'l O.ul4 Check ACI 14A.2.3 M.I 0.647 kip-ft ACI eq. (14-6) wl 0.730 kip-ft 0.360 kip-ft ACI93.2 fb 0.9 0.9 fMn trial=OASFy(dt-12) 2.620 kip-ft 2.620 kip-ft DM=Mpos-0M 0,000 kip-ft 0.000 kip -a As Addl req'd 0.001^2 0.00 W2 Additlovalrelfreq'd 0.00 W2 0.00 iM2 Addl bar size: 3 3 qty req'd 0 0 or spacing of. 0 0 M addl = 0.0001dp-ft 0.000 kip-R Ast=As+As addl 0.20 iv^2 0.20 in^2 fMn=OAsFy(db-a2) 2.619 kiptt 2.619 kip-ft Check mMn>Mu O.K O.K allowed 27.87% 13.75% Page 33 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLA iSEl'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18 F BS230016Pge 8 of 19 OZARK I OZI-319 Date: 09/21/2023 REINFORCEMENT AT OPENINGS �Entiro Wall +DOOR 1 Loading IMaterml Properties Pu (factorized load from root) 0.56 klf rib (effective depth bent.) 2.34 in Ww (weight of panel per sq ft) 0.05 ksf a (block of strain) 0.T483 psi a=As' fy / (0.85' Pc'b) Opening Hodzorval Location Vertical Location L length of opening H height above (-) Weight of Pw total factorized mo tout Mu opcnn Opemvg (LBS) panel bad factorized bad (we"L^2y12 DOOR 1 3.24 ft 0 ft 3.34 ft 1.76 ft 1144.65 0.09 klf 1 0.65 klf 0.6 kip-ft Fla. e Opet®AAaFvdb- g �b M regd Bar size py regd: � (rib a/2) 0hfn> Check Mu DOOR 1 0.9 0.007 iv^2 No. 3 1 9.67 kin-ft O.IC Wall Connxtiov t Wall Corve�caov2 CONNECTIONS Total Te.- Bane Anchors 14.334 Diet I Tension (kip) Shear L - Dist Moment Moment - Base Anchor 1 8 in 3.M 6.26 110 is 0.171 kip 'ft 32.322 kip'ft Base Anchor 2 32 m 1 3.64 1 12.21 1 86 in 1 2.825 kip'ft 1 20.401 kip'ft Base Anchor 3 86 is 1 3.64 1 12.21 1 32 in 1 20.401 kin -fit 1 2.825 kip'ft Base Anchor 4 110 in 1 3.53 1 8.26 1 8 in 1 32.322 kip'ft 1 0.171 kip'ft Quantity Capacity Countering Dead % of Adjoining Dist Moves - Allowable Overtumin Moment of Anchors of each Anchor Load from Adjoinin Wall 1 9 wall b _ Wall (inches) L - Dist Fome Resistance ki -R Up Left Low Right 3 1.531 4.517 29.17°k W4 0 118.000 4.517 0.000 44.420 3 1.531 4.517 29.17% WS 118 0.000 4.517 44.420 0.000 Deaign once (Ib) Capacity (Ib) Reserve Capacity Desgn (ELF) Resistance (PLF) check Required Sheer Capacity (lb) per Base Connector Reserve Capacity 5749 40M 35197 479 7688 1 OK 1 1437 (35197) OK RIGIDITY CALCULATED VALUES 38% 1 Final 2.287854839 DOOR D13ORI Combine L ic First Segment Second Segment Re -Name Combins/Subtract Method Combined Entire Wall A' X. Deflection 0.044 A B AS Stiffness 2.541 Na AB Final Deflection 0.437 Page 34 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FAS PLA =SETT7 AC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 DESIGN OF WALL MARKED W2 Nofea Material l?"p"" 18 F BS230016A3ge 9 of 19 OZARK I OZI-319 Date: 09/21/2023 ACPs AIKraare Design ofSleader Walls A¢148 Assumptions from this methodology. Wall pa-1 shall be simply sWporkd, axially loaded, and subject w outof-plane uniform lateral lading where n imum-1148.23 meets aM ddl.6 as occur at mid -height of We wdl. The cross section is -hot over the height of the wall p-l. AC1148.2.2 The wall cross sections shall be tension corero0ed.-1148.23 Phi-M. x-Mcr A¢148.24 C-ro strd gravity loads sre disbiWted over the wall length AC1148.2.5 The vertical stress PU/Ag at mid -height shall rot exceed 0.06*fc AC1148.2.6 = As Factored Aaially Applied Loads Factored Laterally Appfled Loads Factored Loadmgper ACI ACI eq. 9-3 Famored Loading per ACl AC/eq- Factored Pressure on Roof Wr 1 560.213 Factore4 Prevawe w Wall Ww 94.38 psf Aaial Pressure on Section PUB 2.17 kip Assumption check Pu/Ag 45.208 Psi 0.06*fc 300 psi Chxtw¢u.a.z.6 O.K Uufactored Aaially Applied Loads Urff tared Pressure on RoofuWr 330.0825 psf Aakl Pressure on Section PB 1A kip Shear Factored Loading per ACI ACI eq. 9-3 Va=wuB*(Bw-2db)/2 0.08 Phi*Vc2 1.69 Check Shear ACI tL5.5.1 U.K Aflowabk Capacity Ag=(b*h) 48l^2 Yl=h2 2 ft(mphae modWm) 530,330 psi Mcr 16.971 kip -in Beta_I 0.8 Trial Mtreq'd 0,0931^2 B 8.836162648 kd 0.6231 I- 497 iM4 0.003 e 0.005 0.33483 pi 0.4191 Ase 0.23 in^2 lydefleetly 6.21 iM4 IC 64.00 mW delta 150 y (maxmnvn W.H. rekffacemem) 0.0166 r-,(Mim tempernture rem rcemem) 0.0014 r�(mmimum Wmile mhfforcemevt) 0.0027 ew (trll rewforcemem ratio bottom) 0.0033 pr m (rehd'orcement ratio provided) 0.0070 Lateral Pressure on Section Lw=W*(L^4/L^4+H^4) 0.03 k1f Hw=W*(HM/H^4+L^4) 0.06 k1f Uufactored Laterally Applied Loads u^ru�o�emsumo^ 58.99 psf Lateral Pressure on Section Lw=Al-1 / -4 + -)j U...f Hw=W*(H1/H^4+14) OA4 klf Detkclion AC11484 ce Loads Axial 1.40 kip ateral 0.02 klf ction 0.691Msa KC.h.k 2.926 kip lM 2.9431p-1Ds 0.012.ctlon O.K Fkau Assumption check Span Hw Lw vet Tevsde Stml -I'l O.ul4 Check ACI 14A.2.3 M.I 0.650 kip-ft ACI eq. (14-6) wl 0.740 kip-ft 0.360 kip-ft ACI93.2 fb 0.9 0.9 fMn trial=OASFy(dt-12) 2.620 kip-ft 2.620 kip-ft DM=Mpos-0M 0,000 kip-ft 0.000 kip -a As Addl req'd 0.001^2 0.00 W2 Additlovalrelfreq'd 0.00 W2 0.00 iM2 Addl bar size: 3 3 qty req'd 0 0 or spacing of. 0 0 M addl = 0.0001dp-ft 0.000 kip-R Ast=As+As addl 0.20 iv^2 0.20 in^2 fMn=OAsFy(db-a2) 2.619 ki,tt 2.619 kip-ft Check mMn>Mu O.K O.K allowed 28.2MM 13.75% Page 35 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR ANDD7 FAS PLA iSEI'Ir AC - APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18FBS23001 Cpe 10 of 19 (Precast Div.) OZARK I OZI-319 Date: 09/21/2023 Entire Wall REINFORCEMENT AT OPENINGS L--"9 Mat hd Properties Pu (factorized load from root) 0.56 klf rib (effective depth bo..) 2.34 in Ww (weight of panel per sq ft) 0.05 ksf a (block of strain) 0.T483 psi a=As. ty / (0.85 • Pc'b) Factorized Moment OP-1-9 Hodzorval Locaaov Vertical Location L length of opening Hheight above (-)Weight of Pwtotalfa"t cd wu total My opeoing Opening(LBS) Panel load fscnarized bad (,L^2y12 Flerer e OP-1-9 �b As req'd Bar size qty req'd: �Mn= Check AAaFv(db-a/21 Ahfn>Mv Wall Connxtiov t Wall Connecdon2 CONNECTIONS To.IT—in Base Anchors 10.693 Dist Tension(kip) Shear L - Dist Moment+ Moment - Base Anchor 1 8 in 3.0 8.26 110 in0.171 Up., 32.322 kip-ft Base Anchor 2 59 is3.64 12.21 59 in 9.602 kip'ft 9.602 kip-ft Base Anchor 3 110 to 3.53 8.26 8 is 1 32.322 kip*ft 1 0.171 kip*ft Wall Connections Quantity Capacity Countering Dead %of Adjoirwig Dist Allowable Overtumin Moment of Anchors of each gpphor Load from Adjoining Wall 1 9 wall to _ Wall (inches) - Dist Fome Resistance ki -R Up Lefl Low Right 3 1.531 7.529 48.61% W4 0 118.000 4.593 0.000 45.165 3 1.531 7.529 48.61% W5 118 1 0.000 1 4.593 1 45.165 1 0.000 Wall Shear Checks Shear Connections at Base Wall Shear Capacity Design Capacity -aerve Deegn Resistance Required Shear Capacity (lb) per Reserve Fome(Ib) (lb) Capacity (PLF) (PLF) check Base Connector Capacity 13898 1 28737 1 14641 1 1268 1 20365 1 OK 1 4632 (14841) OK RIGIDITY CALCULATED VALUES 100% Fine 6.060034501 Pier Length Height Fized Top? Useable? Stiffness (k) Deflection Label (inches) (inoheel (Y/N) (Y/N) (1000 kip / IN) (in / 1000 kip) Entire Wall 118 1 103.37 1 Y I Y 1 6.060 1 0.165 Combine Logic First Segment Second! Segment 1 Re -Name 1 Combine/Subtract Method Combine0 Entire Wall 1 0 Final 6.060 Page 36 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FAS PLA =SETT7 AC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 DESIGN OF WALL MARKED W3 Nofea Material l?"p"" 18FBS23001 Cpe 11 of 19 OZARK I OZI-319 Date: 09/21/2023 ACPs AIKraare Design ofSleader Walls A¢148 Assumptions from this methodology. Wall pa-1 shall be simply sWporkd, axially loaded, and subject w onto£ -plane uniform lateral lading where n imum-1148.23 meets aM ddl.6 as occur at mid -height of We wdl. The cross section is -hot over the height of the wall p-l. AC1148.2.2 The wall cross sections shall be tension coraro0ed.-1148.23 Phi-M. x-Mcr A¢148.24 C-ro strd gravity loads sre disbiWted over the wall length AC1148.2.5 The vertical stress PU/Ag at mid -height shall rot exceed 0.06*fc AC1148.2.6 = As Factored Aaially Applied Loads Factored Laterally Appfled Loads Factored Loadmgper ACI ACI eq. 9-3 Famored Loading per ACl AC/eq- Factored Pressure on Roof Wr 1 560.213 Factore4 Prevawe w Wall Ww 94.38 psf Aakl Pressure on Secflon PUB 2.09 kip Assumption check Pu/Ag 43.542 psi 0.06*fc 300 psi Chxtw¢u.a.z.6 O.K Unfactored Aaially Applied Loads Urff tared Pressure on RoofuWr 330.0825 psf Aaial Pressure on Sectln PB 1.32 kip Shear Factored Loading per ACI ACI eq. 9-3 VO=wuB*(Bw-2db)/2 0.08 Phi*Vc2 1.69 Check Shear ACI tL5.5.1 U.K Aflowabk Capacity Ag=(b*h) 48l^2 Yl=h2 2 ft(mphae modWm) 530,330 psi Mcr 16.971 kip -in Beta_I 0.8 Trial Mtreq'd 0,0931^2 B 8.836162648 kd 0.6231 I- 497 iM4 0.003 e 0.005 0.33483 pi 0.4191 Ase 0.23 in^2 lydefleetly 6.21 iM4 IC 64.00 mW delta 150 y (maxmnvn W.H. rekffacemem) 0.0166 r-,(Mim tempernture rem rcemem) 0.0014 r�(mmimum Wmile mhfforcemevt) 0.0027 ew (trll rewforcemem ratio bottom) 0.0033 pr m (rehd'orcement ratio provided) 0.0070 Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) 0.03 k1f Hw=W*(HM/H^4+L^4) 0.06 k1f Unfsd-d Laterally Applied Loads u^ru�o�emsumo^ 58.99 psf Lateral Pressure on Secflon Lw=Al-1 / -4 + -)j U...f Hw=W*(H1/H^4+14) OA4 klf Detkclion AC11484 ce Loads Axial 1.32 kip ateral 0.02 klf ction 0.691Msa R 2.886 kip lM 2.902 kip lDs 0.012.ctlon O.K Fkau M-pflon check Span Hw Lw vet Tevsde Stml O.Ol4 O.Ol4 Check ACI 14A.2.3 M.I 0.647 kip-ft ACI eq. (14-6) wl 0.730 kip-ft 0.360 kip-ft ACI93.2 fb 0.9 0.9 fMn trial=OASFy(dt-12) 2.620 kip-ft 2.620 kip-ft DM=Mpos-0M 0,000 kip-ft 0.000 kip -a As Addl req'd 0.001^2 0.00 W2 Additlovalrelfreq'd 0.00 W2 0.00 iM2 Addl bar size: 3 3 qty req'd 0 0 or spacing of. 0 0 M addl = 0.0001dp-ft 0.000 kip-R Ast=As+As addl 0.20 iv^2 0.20 in^2 fMn=OAsFy(db-a2) 2.619 kiptt 2.619 kip-ft Check mMn>Mu O.K O.K allowed 27.87% 13.75% Page 37 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLA iSEl'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18FBS23001 Cpe 12 of 19 OZARK I OZI-319 Date: 09/21/2023 REINFORCEMENT AT OPENINGS �Entim Wall +DOOR 1 Loading IMaterlsl Properties Pu (factorized load from root) 0.56 klf rib (effective depth bent.) 2.34 in Ww (weight of panel per sq ft) 0.05 ksf a (block of strain) 0.T483 psi a=As' fy / (0.85' Pc'b) Opening Hodzorval Loestiov Vemeal Location L length of opening H height above (-) Weight of Pw total factorized mo total Mu opening fig, (LBS) panel bad factorized bad (we"L^2y12 DOOR 1 3.24 ft 0 ft 3.34 ft 1.76 ft 1144.65 0.09 klf 1 0.65 klf 0.6 kip-tt Fla. e 4ck hOpet®g Mregd Bar size py reqd: AAaFv(ribbC>Mu DOOR 1 0.9 0.007 iv^2 No. 3 1 9.67 kin-ft O.IC Wall Connxtiov t Wall Corveecaov2 CONNECTIONS Total Tere"' Bane Anchore 14.334 Diet I Tension (kip) Shear L - Dist Moment+ Moment - Base Anchor 1 8 in 3.M 6.26 110 is 0.171 kip 'ft 32.322 kip'ft Base Anchor 2 32 is 1 3.64 1 12.21 1 86 in 1 2.825 kip'ft 1 20.401 kip'ft Base Anchor 3 86 is 1 3.64 1 12.21 1 32 in 1 20.401 kid'ft 1 2.825 kip'ft Base Anchor 4 110 in 1 3.53 1 6.26 1 8 in 1 32.322 kip'ft 1 0.171 kip'ft Quantity Capacity Countering Dead % of Adjoining Dist Allowable 0—turning Moment of Anchors of each Anchor Load from Adjoinin Wall 1 9 wall to _ Wall (inches) L - Dist Fome Resistance ki -R Up Left Low Right 3 1.53f 3.442 22.22k W4 0 118.000 3.442 0.000 33.844 3 1.531 3.442 22.22% W5 118 0.000 3.442 33.844 0.000 Deaign once (Ib) Capacity (Ib) Reserve Capacity Desgn (ELF) Resietance (PLF) check Required Shear Capacity (lb) per Base Connector Reserve Capacity 5749 40M 35197 479 7688 1 OK 1 1437 (35197) OK RIGIDITY CALCULATED VALUES 38% 1 Final 2.287854839 DOOR DOOR Combine Logic First Segment Second Segment Re -Name Combine/ Subtract Method Combined Entire Wall A' X.Deflection 0.044 A B AS Stiffness 2.541 Na AB Final Deflection 0.437 0 0 0 0.000 Page 38 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FAS PLA iSEINAC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 DESIGN OF WALL MARKED W4 Nofea Material l?"p"" 18FBS23001 Cpe 13 of 19 OZARK I OZI-319 Date: 09/21/2023 ACPs AIKraare Design ofSleader Walls A¢148 Assumptions from this methodology. Wall pa-1 shall be simply sWporkd, axially loaded, and subject w onto£ -plane uniform lateral lading where maxim- -1148.23 meets aM ddl.6 ns occur at mid -height of We wdl. The cross section is -hot over the height of the wall p-l. AC1148.2.2 The wall cross sections shall be tension corero0ed.-1148.23 Phi-M. x-Mcr A¢148.24 C-ro strd gravity loads sre disbiWted over the wall length AC1148.2.5 The vertical stress PU/Ag at mid -height shall rot exceed 0.06*fc AC1148.2.6 = As Factored Aaially Applied Loads Factored Laterally Appfled Loads Factored Loadmgper ACI ACI eq. 9-3 Famored Loading per ACl AC/eq- Factored Pressure on Roof Wr 1 560.213 Factore4 Prevawe w Wall Ww 94.38 psf Aaial Pressure on Secflon PUB 2.14 kip Assumption check Pu/Ag 44.583 psi 0.06*fc 300 psi Chxtw¢u.a.z.6 O.K Unfactored Aaially Applied Loads Urff tared Pressure on RoofuWr 330.0825 psf Aaial Pressure on Sectln PB 1.37 kip Shear Factored Loading per ACI ACI eq. 9-3 Va=wuB*(Bw-2db)/2 0.07 Phi*Vc2 1.69 Check Shear ACI tL5.5.1 U.K Aflowabk Capacity Ag=(b*h) 48l^2 Yl=h2 2 ft(mphae modWm) 530,330 psi Mcr 16.971 kip -in Beta_I 0.8 Trial Mtreq'd 0,0931^2 B 8.836162648 kd 0.6231 I- 497 iM4 0.003 e 0.005 0.33483 pi 0.4191 Ase 0.23 in^2 lydefleetly 6.21 iM4 IC 64.00 mW delta 150 y (maxmmm W.H. rekffacemem) 0.0166 r-,(Mim tempernture rem rcemem) 0.0014 r�(mmimum Wmile mhfforcemevt) 0.0027 ew (trll rewforcemem ratio bottom) 0.0033 pr m (rehd'orcement ratio provided) 0.0070 Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) 0.02 k1f Hw=W*(HM/H^4+L^4) 0.08 k1f Unfsd-d Laterally Applied Loads u^ru�o�emsumo^ 58.99 psf Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) -l.1 Hw=W*(H1/H^4+14) 0.05 k1f Detkclion AC11484 ce Loads Axial 1.37 kip ateral 0.01 klf ctor 0.641Msa KC.h.k 1645 kip lM I.6531p-1Ds 0.006.ction O.K. Fkau M-pflon check Span Hw Lw vet Tevsde Stml -I'l O.ul4 Check ACI 14A.2.3 M.I 0.729 kip-ft ACI eq. (14-6) wl 0.810 kip-ft 0.360 kip-ft ACI93.2 fb 0.9 0.9 fMn trial=OASFy(dt-12) 2.620 kip-ft 2.620 kip-ft DM=Mpos-0M 0,000 kip-ft 0.000 kip -a As Addl req'd 0.001^2 0.00 W2 Additlovalrelfreq'd 0.00 W2 0.00 iM2 Addl bar size: 3 3 qty req'd 0 0 or spacing of. 0 0 M addl = 0.0001dp-ft 0.000 kip-R Ast=As+As addl 0.20 iv^2 0.20 in^2 fMn=OAsFy(db-a2) 2.619 kip-ft 2.619 kip-ft Check mMn>Mu OX O.K allowed 30.9MM 13.75% Page 39 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLA iSE1'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18FBS23001 Cpe 14 of 19 OZARK I OZI-319 Date: 09/21/2023 -Entire Wall -WINDOW 1 11 -VENT 1 REINFORCEMENT AT OPENINGS LoadNg Material Properdes Pu (factom d load from root) 1 0.56 klf rib (effective depth bottom) 2.34 in Ww (weight ofpavel per sq ft) 0.05 ksf a (block of strain) 0.T483 psi a=As. ty / (0.85 • fe'b) Opening Hodzomal Locariov Venical Location L length of opening Hheight above (-)Weight of Pw total factorized wn total My opening Opening (LBS) panel load fagotL cri bad I (w i"L^2y12 WINDOW 1 2.54 ft 5.33 ft 3.17 ft 1.5 ft 185.45 0.08 klf 0.64 kff 0.54 kip-ft VENT 1 5.4 ft 0.71 It 1 ft 6.29 ft 50.00 0.31 klf 0.87 klf 0.07 kip-ft Opening lb As roq'd Bmsize gtyrcq'd: Pmv= L'vece AAaFvldb- aY21 0hfn> My WBJDOW 1 0.9 0.008 m^2 No. 3 1 8.12 kiv-H O.K VENTI I .c I nill INnaI n I nl:n_R I rt CONNECTIONS Toml Tension Base Anchors 10.923 Dist Tension(kip) Shear L - Dist Moment Moment - Base Anehor 1 12 m 3.64 12.21 132 m 0.331 kip'ft 40.051 kip-ft Base Anchor 2 72 m 3.64 12.21 72 in 11.916 kip"ft 11.916 kip-ft Base Anehor 3 132 N 3.64 12.21 12 to 40.051 kip*ft 0.331 kip*ft Quantity Capacity Countering Dead % of Adjoining Dist Allowable Overtumin Moment of Anchors of each gpphor Load from Adjoining Wall 1 9 wall b _ Wall (inches) L - Dist Force Resistance ki -R Up LeR Low RipM 3 2.703 8.712 50.00% WI 2 142.000 8.109 1.352 95.957 3 2.703 7.462 50.00% W2 82 82.000 7.462 50.987 38.551 3 2.703 8.712 50.00% W3 142 2.000 8.109 95.957 1.352 Wall Connection t Wall Conmctiov2 Wall Conmection3 Wall Shear Checks Shear Design Fome 0bl Connections at Basa Capacity (Ib) Resenre Cepectly Wall Design (PLF) Shear Capacity Resistance (PLF) check Required Shear Capacity (lb) per Base Connector Reserve Capacity 12481 36627 24146 912 19192 OK 4160 (24146) OK RIGIDITY CALCULATED VALUES 94% Final 8.208108712 WINDOWI VENT WINDOW VENT Combine Logic First Segment Second Segment Re -Name Combine/Subtract Method Combined Entire Wall A' la Deflection 0.100 A B AS Stillness 48.949 Na AS A'b Deflection 0.121 Nth B' B'a Deflection 0.108 C D CD Stiffness 72.534 B'a CD Final Deflection 0.122 Page 40 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FAS PLA =SETT7 AC APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION (Precast Div.) OZARK I OZI-319 DESIGN OF WALL MARKED W5 Nofea Material l?"p"" 18FBS23001 Cpe 15 of 19 OZARK I OZI-319 Date: 09/21/2023 ACPs AIKraare Design ofSleader Walls A¢148 Assumptions from this methodology. Wall pa-1 shall be simply sWporkd, axially loaded, and subject w onto£ -plane uniform lateral lading where maxim- -1148.23 meets aM ddl.6 ns occur at mid -height of We wdl. The cross section is -hot over the height of the wall p-l. AC1148.2.2 The wall cross sections shall be tension corero0ed.-1148.23 Phi-M. x-Mcr A¢148.24 C-ro strd gravity loads sre disbiWted over the wall length AC1148.2.5 The vertical stress PU/Ag at mid -height shall rot exceed 0.06*fc AC1148.2.6 = As Factored Aaially Applied Loads Factored Laterally Appfled Loads Factored Loadmgper ACI ACI eq. 9-3 Famored Loading per ACl AC/eq- Factored Pressure on Roof Wr 1 560.213 Factore4 Prevawe w Wall Ww 94.38 psf Aaial Pressure on Secflon PUB 2.14 kip Assumption check Pu/Ag 44.583 psi 0.06*fc 300 psi Chxtw¢u.a.z.6 O.K Unfactored Aaially Applied Loads Urff tared Pressure on RoofuWr 330.0825 psf Aaial Pressure on Sectln PB 1.37 kip Shear Factored Loading per ACI ACI eq. 9-3 Va=wuB*(Bw-2db)/2 0.07 Phi*Vc2 1.69 Check Shear ACI tL5.5.1 U.K Aflowabk Capacity Ag=(b*h) 48l^2 Yl=h2 2 ft(mphae modWm) 530,330 psi Mcr 16.971 kip -in Beta_I 0.8 Trial Mtreq'd 0,0931^2 B 8.836162648 kd 0.6231 I- 497 iM4 0.003 e 0.005 0.33483 pi 0.4191 Ase 0.23 in^2 lydefleetly 6.21 iM4 IC 64.00 mW delta 150 y (maxmmm W.H. rekffacemem) 0.0166 r-,(Mim tempernture rem rcemem) 0.0014 r�(mmimum Wmile mhfforcemevt) 0.0027 ew (trll rewforcemem ratio bottom) 0.0033 pr m (rehd'orcement ratio provided) 0.0070 Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) 0.02 k1f Hw=W*(HM/H^4+L^4) 0.08 k1f Unfsd-d Laterally Applied Loads u^ru�o�emsumo^ 58.99 psf Lateral Pressure on Secflon Lw=W*(L^4/L^4+H^4) -l.1 Hw=W*(H1/H^4+14) 0.05 k1f Detkclion AC11484 ce Loads Axial 1.37 kip ateral 0.01 klf ctor 0.641Msa KC.h.k 1645 kip lM I.6531p-1Ds 0.006.ction O.K. Fkau M-pflon check Span Hw Lw vet Tevsde Stml -I'l O.ul4 Check ACI 14A.2.3 M.I 0.729 kip-ft ACI eq. (14-6) wl 0.810 kip-ft 0.360 kip-ft ACI93.2 fb 0.9 0.9 fMn trial=OASFy(dt-12) 2.620 kip-ft 2.620 kip-ft DM=Mpos-0M 0,000 kip-ft 0.000 kip -a As Addl req'd 0.001^2 0.00 W2 Additlovalrelfreq'd 0.00 W2 0.00 iM2 Addl bar size: 3 3 qty req'd 0 0 or spacing of. 0 0 M addl = 0.0001dp-ft 0.000 kip-R Ast=As+As addl 0.20 iv^2 0.20 in^2 fMn=OAsFy(db-a2) 2.619 kip-ft 2.619 kip-ft Check mMn>Mu OX O.K allowed 30.9MM 13.75% Page 41 of 45 Expires 03/14/2024 STATE OF WASHINGTON DEPT. OF LABOR AND FASPLA iSE1'I AC- (Precast Div.) APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION 18FBS23001 Cpe 16 of 19 OZARK I OZI-319 Date: 09/21/2023 -Entire Wall -WINDOW 1 11 -VENT 1 REINFORCEMENT AT OPENINGS LoadNg Material Properdes Pu (factom d load from root) 1 0.56 klf rib (effective depth bottom) 2.34 in Ww (weight ofpavel per sq ft) 0.05 ksf a (block of strain) 0.T483 psi a=As. ty / (0.85 • fe'b) Opening Hodzomal Locariov Venical Location L length of opening Hheight above (-)Weight of Pw total factorized wn total My opening Opening (LBS) panel load fagotL cri bad I (w i"L^2y12 WINDOW 1 2.54 ft 5.33 ft 3.17 ft 1.5 ft 185.45 0.08 klf 0.64 kff 0.54 kip-ft VENT 1 5.4 ft 0.71 It 1 ft 6.29 ft 50.00 0.31 klf 0.87 klf 0.07 kip-ft Opening lb As roq'd Bmsize gtyrcq'd: Pmv= L'vece AAaFvldb- aY21 0hfn> My WBJDOW 1 0.9 0.008 m^2 No. 3 1 8.12 kiv-H O.K VENTI I .c I nill INnaI n I nl:n_R I rt CONNECTIONS Toml Tension Base Anchors 10.923 Dist Tension(kip) Shear L - Dist Moment Moment - Base Anehor 1 12 m 3.64 12.21 132 m 0.331 kip'ft 40.051 kip-ft Base Anchor 2 72 m 3.64 12.21 72 in 11.916 kip"ft 11.916 kip-ft Base Anehor 3 132 N 3.64 12.21 12 to 40.051 kip*ft 0.331 kip*ft Quantity Capacity Countering Dead % of Adjoining Dist Allowable Overtumin Moment of Anchors of each gpphor Load from Adjoining Wall 1 9 wall b _ Wall (inches) L - Dist Force Resistance ki -R Up LeR Low RipM 3 2.703 8.712 50.00% WI 2 142.000 8.109 1.352 95.957 3 2.703 7.462 50.00% W2 82 82.000 7.462 50.987 38.551 3 2.703 8.712 50.00% W3 142 2.000 8.109 95.957 1.352 Wall Connection t Wall Conmctiov2 Wall Conmection3 Wall Shear Checks Shear Design once0bl Connections at Basa Capacity (Ib) Resenre Cepectly Wall Design (PLF) Shear Capacity Resistance (PLF) check Required Shear Capacity (lb) per Base Connector Reserve Capacity 12481 36627 24146 912 19192 OK 4160 (24146) OK RIGIDITY CALCULATED VALUES 94% Final 8.208108712 WINDOWI VENT WINDOW VENT Combine Logic First Segment Second Segment Re -Name Combine/Subtract Method Combined Entire Wall A' la Deflection 0.100 A B AS Stillness 48.949 Na AS A'b Deflection 0.121 Nth B' B'a Deflection 0.108 C D CD Stiffness 72.534 B'a CD Final Deflection 0.122 Page 42 of 45 Expires 03/14/2024 ID: OZARK I OZI-319 DESIGN OF FLOOR PANEL Fl Material Pro ertics f' c 5000 psi Steel Reinforcement Plain W WF Grade 80 F 80000 psi Li twei t? No Ca (Concrete density) 150 pcf O.R. E Steel 29000000 psi E Concrete 4286826 sr AC(F.s.l modular ratio 6.76 AClla.o Notes: Ls Ls L Bs B wB Iw BS TWO-WAY SLAB ONE-WAY SLAB 1 ~ ct = • db steel top dt h rd cb � � steel bottom � b SECTION PROPERTIES pp- (reinforcement ratio provided) 0.0045 0.0728 a,e(reinf ement ratio provided) 0.0132 u, etrorto^) a= 0.2105 ,a/ Po.ww.a (reinforcement ratio provided) 0.0047 0.0746 a o,rrrer ^a^ yno ��tr/ ,,,.e (reinforcemem ratio provided) 0.0136 w= 0.2182 Reinforcement Limits ,(maximum tensile reinforcement) 0.0166 Ac/10.33 era (miv. temperature [ei.io[-ow) 0.0014 ACI 412.2 ,j, (oanirnian tensile[einforcement) 0.0027 AC-13 ',ia(trial reivf crave[ratio bottom) 0.0033 rt;o, (trial reinforcement ratio top) 0.0033 Loading Vm CDn N O W nnna N O N Des' n Loads pressure on Slab D Dead load 62.5 sf S Snow Load 0 sf L Live Load 0 psf LF Live Floor Load 400 psf W Wind Load 0 psf E Earth cake Lo;dl 16.85 psf Sustained Loading Pressure on slab W D Dead load) 62.5 sf S Snow Load 0 psf Lr Live Flow Load 400 psf Wire Mesh IT ) Wire Size W6.7 Trial As're 'd 4 in II.15in^2 Mesh Area 0.20 in^2 =As' FeMoretl Design Loads Pressure on Section Pressure ve Section Factored Loading per ACT Factored Pressure on wB = wL = equation indicated Slab W-(L^4/13^4+LAVbe W-(B^4/B^4+L^4)"be Acre v- 715 psf 0.04 klf 0.68 klf -� 3.SL� 00 ft L, 1.71 N 0.07 kip 0.07 kip 0.58 kip 0.58 kip B S in Ire shoe direction = Bs/NSB-1 - 0 ohl 3.500 ft L S an in Ne lon directive = Ls/NSL-1 - 0 oh2 1.71 ft Factored Sustained Loads Pressure on Section Pressure on Section Factored Loading per ACT Factored Pressure on wB = wL = equation indicated Slab W^(IM/B^4+L^4)*be W^(BM/B^4 LM)ebe Asce2-as ey ccla 462.5 psf 0.025 klf 0.438 klf 3L� 500 g L, 1.71 ft 0.04 kip 0.04 kip 0.38 kip 0.38 kip Wire Mesh (Bottom) Wire Size W6.7 Trial Ast re wired spacing 1 4 in 0.146 in^2 Mesh Area 0.20 in^2 =As Unfactoretl Design Loads Pressu on Section Pressure on Section Factored Pressure wB = n^ wL = on Sl= W"L^4I L^4•be WEB^4/W4+L^4•be 400 psf 0.02 klf 0.38 klf -/� 0.04 kip 0.04 kip 0.33 kip 0.33 kip Eficiency can be enhanced if Ast is diminished SUMMARY Use 1 Layer of Wire Mesh on Top W6.7 x W6.7 x 4 x 4 Use 1 Layer of Wire Mesh on Bottom W6.7 x W6.7 x 4 x 4 ID: OZARK I OZI-319 DESIGN OF FLOOR PANEL F1 Material Properties fie 5000 psi Steel Reivf cement Plain W WF Grade 80 F 80000 psi Li twei [? No Ca (Concrete density) 150 pcf O.K. E Steel 29000000 psi E Concrete 4286826 sr .actasi modular ratio 6.76 .acrlao Flexure Flexural Momeots for Bs " M s ositive Moment = wB`B^ ^' Mne (negatwe Moment = (wB-B ronnn.n� aeon. monen:�'etnna n..ee Mnhl (Mmment at ohll=0 ronnn.n� aenm,nonen: gir�nnn n.ee Mu Notes: Ls Ls L Bs B wB Iw Bs Trun_ru ev cr ea ONE-WAY SLAB 1 w ct = • db steel rap dt d +II steel bonom � b SECTION PROPERTIES 0.32 in p .wwm (reinforcement ratio provided) 0.0045 - 0.0728 am(reivf ement ratio provided) 0.0132 /n�.nnnx: to a. eternon) w= 0.2105 Jn�an,�.9 m Aeteono„/ ,b) Pn.ww.a (reinforcement ratio provided) 0.0047 a o. enre.^a^yno �nnrc) - 0.0746 a o. envr ^a^ qno �nnrc) ,me (reinforcement ratio provided) 0.0136 w= 0.2182 Tensile Strain Check ACI l4.8.2.3 01, 6m.tris] = 6PcbdA2w(1-0.59w) AM- Ma-6M �Mn- 0.036 1-a 1 0.9 4.25 ki ft 4.25 ki -ft 0.036 1-a 1 0.9 4.14 ki ft 1 4.14 ki -ft Structural Plain Concrete Pu ACI22.5 > Mu I % allowed Mu �b %allowed Elastic Sec[iov Modulus 65^fnc•Sl^0.5 6Mn>Mu 0 ki -ft 0.029 ftA3 1.046 ki -ft 0.00% Mu Tensile Strain Check ACT 14.8.2.3 Ob 6Mv trial= AM- ;Mn_ ['heck %allowed 6PcbdA2w(1-0,59w) My-6M ANn>Mu 6 ki -ft 0.036 Tensha 0.9 4.25 ki ft 4.25 ki -ft O.K. 3.65 l ki -ft 0.036 Tensha 0.9 4.14 k1 ft 4.14 ki -ft O.K. 1 0.30% Struchual Plain Concrete per 1122.5 Mu �b .u�u Mn .^n mn.r�hecxr.. % allowed S an K Sustained Load Duration E silon Deflection I Simple span I 1 I6 months 1.2 Long -Term Atotal It, I I Check long Span Ms-M.sus I.eff.sery I.eff.sus[ained Immediate Deflection Deflection term defleetion Aallow Aallow Check short term %allowed %allowed - At p,omo it AM +Al-t) (immediat) (long term) term deflection deflection - short term long term B 0.04 ki -ft 0.04 ki -ft 125.00 in 125.( in 0.000 in 0.0045 0.9777 0.000 in 0.000 in 0.2333 in 0.0875 in 0.07% 0.18% L 0.16 ki -ft 0.16 ki -ft 125.00 in 125.00 in 0.000 in 0.0045 0.9777 0.000 in 0.000 in 0.1140 in 0.0428 in 0. 14% 0.36% 0o n 00 Cn W O O N O CD (OM/ CO (D N8 N O CD N CJ CO STATE . O LABOR AND 18 F B S 2 3 0 01 C DEPT. OF LABOR AND FASPLA iSE1'� AC- (Precast Div.) OZARK I OZI-319 ge 19 of 19 S Date: 09/21 /2023 APPROVED 11/22/2023 SUBJECT TO CODE AND FIELD INSPECTION ID: OZARK I OZI-319 Geometric pra perties Bs width of roof anel 11.92 ft Ls (Length of roofpanel) 15.00 ft Ar Area of Roof 178.75 ft^2 H (height ofbuilding) 9.75 ft Lb(length ofbuilding) 12 ft Wb (width ofbuildin 10.5 ft Ab Area ofbuilding) 126 ft^2 Nv(quantity of vaults 0 Avl Area of Vault Lis 0.00 ft^2 Av (Area of Vault) 0.00 ft^2 Vh Vault height) 0 ft Cab Closed Area ofbuilding) 118.61 ft^2 Hw, (depth of floodwater) 1 ft Loading Wv (weight of vault)** 0 lb Wtr (roof panel weight) 11441 Ib Ww (total walls panel weight) 19538 Ib Fw (floor panel weight) 7661 lb We (estimated weight of building) 38640 lb Wev (estimated weight of building w/ vault) 38640 lb PSFr (roof snow load) 210 psf PSFf (Floor Live Load) 400 psf Pmax (Maximum allowable pressure) 1500 psf Fupmw (MWFRS Uplift Force) 44.92 psf WLlat (MWFRS lateral wind pressure) 51.74 psf yw (specific weight of water) 62.4 pcf **Weight of vault is not considered in sliding resistance (sliding factor 0.40 1 FS (factor of safety required) 1.00 CHECK SLIDING RESISTANCE Sliding Resistance with Snow Pslide =u*.6*We+.75*PSFr*Ar Pslide= 20534.85 lb Fsre d FSwind = Pslide / Vwind FSwind = 3.4 > 1.0 O.K. Factor of Safety FSseismic= Pslide /Vseismic Fseismic= 2.2 1>1 1.0 W O.K. Sliding Resistance with No Snow Pslide = u*.6*We Pslide = 9273.6 lb Fsre d FSwind = Pslide / Vwind Fswind = 1.5 > 1.0 O.K. Factor of Safety FSseismic = Pslide / Vseismic Fsecmuc = 1.3 1>1 1.0 1 O. K. lei 11 RN C(I1r111'Ili IUl 90 IC[!f 1113.1 & 1 Autry 11 .7*0tseismic from seismic analysis with snow 84.525 ki -ft Shear .7*Otseismic from seismic analysis without snow 65.040 kip-ft Otwind= WLlat*Lb*H^2 / 2 + Fu mw*Lb*Wb^2 / 2 59.225 kip-ft * Load adjustment per IBC 1605.3 load combinations. Overturning Resistance with Snow Ousnow= .6*We+.75*PSFr*Ar* /2 Otrsnow= 1 129.778 kip-ft Fsre d Factor of Safety FSwind = Otrsnow / Otwind FSwind = 2.19 >_ 1.0 O.K. FSseismic = Orsnow / Vseismic Fseismic = 1.54 1>1 1.0 M O.K. Overturning Resistance with No Snow Otr = .6*We*Wb/2 Otr 1 121.716 kip-ft Fsre d Factor of Safety FSwind=Orr/Vwind Fswind= 2.06 >_ 1.0 O.K. FSseismic = Or / Vseismic Fseismic = 1.87 1>1 1.0 K. CHECK BEARING PRESSURE CONDITION Net Pressure Poet= ev+PSFr*Ar+PSFf*A /Ab 1 1004.58 psf Allowable Pmax > Poet 1 1500 psf > 1004.58 psf By observation, if the building is placed on a properly prepared well drained granular sub -base, the design is sufficient for lateral and vertical loads. rN 11 BEN N:110111A:M46 % X$] KN BOOM 110 01/10 Buoyant Force Fb= w*Av*Hw *Cab* Hw-Vh Fb= 7401.33 lb Factor of Safetv FSb = We / Fb I FSb = 5.22 > 1.00 The weight of the building exceeds the buoyant force due to hydrostatic pressure acting on the horizontal surface of the vault, therefore, the design is sufficient against buoyancy. Floor Design Information: 1) The referenced building is made of flood damage resistant 5000 psi reinforced concrete. 2) The vault system, if existing, is designed to minimize infiltration into system and can be considered water tight to a height of 1 T' 3) Flood Ventilation is available at threshold level and flood ventilation exceeding 1"per sq. ft. of floor area is provided no more than 12" A.F.F. Page 45 of 45 Expires 03/14/2024