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f J Applicant Name: Applicant Address: tb-2— �O Applicant Ph. No.: Applicant Email: Information regardin For Staff Use Only BLD ❑ PWD ❑ PLN Information pr 0" d: ICC Code Section: AMC: Standard Detail#: Staff: 40 Date: / - -_ PLUMBING FIXTURE CALCULATIONS: ABe - PROJECT DESCRIPTION --- -- REVISIDPJS BY GENERAL INFORMATION REQUIRED PER IBC TABLE 2902.1; ADOM ADDENDUM PA15 FABRICATE A PROPOSED NEW CONSTRUCTION 5,202 SF CHILDBIRTH CENTER. 1_7-15 GFf COMPLY WITH THE FOLLOWING CODES WIGURRENi WABHINGTON AMENDMENTS: AFF ABOVE FINISHED FLOOR PON,FIND FOUNDATION THE PROJECT WILL CONSIST OF THE REMOVAL OF AN EXISTING OLDER HOME,DETACHED GARAGE, 2016 INTERNATIONAL BUILDING CODE MAIN LEVEL: AND 6 LARGE TREES. PARKING,FENCE/HEDGE BUFFERS AND LANDSCAPING WILL BE INSTALLED 2015 INTERNATIONAL PLUMBING CODE MEN&I WATER CLOSET,1 LAVATORY BD,BAD BOARD FEC,FXC FIRE EXTINGUISHER CABINET t0 SERVE THE TWO LEVEL TYPE VD WOOD FRAME STRUCTURE. e•3I'I9 CAff 2015 INTERNATIONAL MECHANICAL CODE WOMENSI I WATER CLOSET,I LAVATORY BLDG BUILDING FE FINISHED CABINET END PROJECT ADDRESS ,I,$,Ig BAH (IBC 2982.2.1 ALLOWS TWO FAMILY TOILET FACILITIES) gLKG BLOCKING FIX FINISH FLOOR IB2 EA9i HIGHLAND DRIVE, ARUNGTON,WA 98223 2e15 ARLIN TON STATE ENERGY GODS,COMMERCIAL PROVISIONS UPPER LOFT LEVEL 2011 TA N ARD FOR C CODE I WATER CLOSET,I LAVATORY(USE IBC 2902.2 EXCEPTION 2) BM BEAM FL,PLR FLOOR TAX PARCEL NUMBER 2011 STANDARDS FOR ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES PROVIDED: 510 BOTTOM OF FT FEET 310511110I0404300 VEHICLE PARKING REOWREMENTS- BRG BEARING FTG FOOTING JURISDICTION ZONING CLASSIFICATION: GENERAL COMMERCIAL MAIN LEVEL' LAND USE ASSIFICLAS ATION: ENE 2 FAMILY TOILET ROOMS: I WATER CLOSEVEA.,1 LAVATORYIEA. FUR FURRING,FURRED CITY OF ARLINGTON 1 CUNIC TOILET ROOM I WATER CLOSET,I LAVATORY GAB CABINET FX FIRE EXTINGUISHER LEGAL DESCRIPTION PARKING RCQUIRED 9 DIRTH SUITE TOILET ROOMS+I WATER CLOSET/EA.,I LAVATORY/EA. THAT PORTION OF THE NORTHWEST QUARTER OF THE SOUTHEAST QUARTER OF SECTION It, � CL, CENTER LINE TOWNSHIP 31 NORTH,RANGE 5 EAST,W.M.DESCRIBED AS FOLLOWS, • MAIN LEVEL BIRTH SUITE i CUNIC OFFICES:13.5 STALLS REQUIRED UP ER LOFT LEVEL (TOTAL AREA 4058 9F,1 SPACE/300 RP) FAMPILY RE9TRDOM�I WATER CLOSET,I LAVATORY CLG CEILING GA GAUGE BEGINNING AT A POINT 40 FEET SOUTH AND 144 FEEL EAST OF THE CENTER OF SAID SECTION; • LOFT LEVEL OFFICE:1.43 STALLS OLR CLEAR GALV GALVANIZED THENCE SOUTH 302.5 FEET;THENCE EAST 144 FEET,THENCE NORTH 302.5 FEET;THENCE WEST 144 (TOTAL AREA 1144 9F,I SPACE/800 SO DRINKING FOUNTAINS, CMU CONCRETE MASONRY UNIT GG GENERAL CONTRACTOR FEET TO THE POINT OF BEGINNING. EXCEPT THE SOUTHERLY 113,68 FEET;AND EXCEPT THAT TOTAL REQUIRED: 15 STALLS REQUIRED PER IBC 2902.1 PORTION THEREOF CONVEYED TO THE CITY OF ARLINGTON FOR ROAD BY DEED RECORDED I PROVIDED MAIN LEVEL PER IDC 2981.5 CNTR COUNTER,COUNTER SUNK GL GLASS,GLAZING APRIL 24,1914 UNDER RECORDING NUMBER 2331306. EN9APER BOUNDARY LINE ADJUSTMENT RECORDED UNDER RECORDING NUMBER 9406285004. PARKING PROVIDED- 4 PARALLEL BEAE I AAN STALL GY CODE RE - - COL COLUMN GWB GYPSUM WALL BOARD SITUATE IN THE COUNTY OF 9NOHOMI9H,STATE OF WABHINGTON: 3 COMPACT STALLS PROJECT SUMMARI' -CONS CONCRETE DEFERRED SUBMITTALS - 10 STANDARD STALLS GOUT CONTINUOUS HG HOLLOW GORE,HANDICAPPED MECHANICAL(HVAC 4 PLUMBING) TOTAL PROVIDED:Il STALLS COMMERCIAL BUILDING COMPLIANCE WITH SECTIONS C402,0403,G464,C408,S C406. CORR CORRIDOR HDWO HARDWOOD ELECTRICAL(LINE G VOLTAGE) SPACE CONDITIONING CATEGORY: FULLY CONDITIONED 1 INTERIOR DESIGN CONDITIONS:MAX HEATING 12 F,MIN COOLING 15 P CPT CARPET HDR HEADER PROJECT TEAM _ BUILDING CONSTRUCTION 4 OC4UfS*$cY2 CUMATE ZONE 4C,PER TABLE C301.1 CT CERAMIC TILE HIM HOLLOW METAL OWNER: CONTACT: OCCUPANCY CLASSIFICATION GENERAL COMPLIANCE PATH+MANDATORY t PRESCRIPTIVE REQUIREMENTS PER C402.1 CHARLOTTE LA08EUL CHARLOTTE LACSEUL BUSINESS OCCUPANCY(5), 100 SNOCCUPANT ENVELOM SUMMARY G7R CENTER Hi HEIGHT 2246 128'"DRIVE NE (425)923-9510 <k' m R-VAUJE METHOD FOR OPAQUE PORTIONS PER C402.1. HR HOUR ARLNGTON,WA 982239 GENERAL CONTRACTOR CONTACT: CONSTRUCTION TYPE ATTIC/OTHER:R-49 DBL DOUBLE TYPE V-B(NON-RATED) WALLS ABOVE GRADE:R-21 DEG DEGREE IDC INTERNATIONAL BUILDING CODE NO AUTOMATIC SPRINKLER(NO) FLOORS JOIST/FRAMING: R-30 529,N. L LEAN CONSTRUCTION,INC M 49-435-EON SKYLIGHT CURB:R-9(RIGID) DEFT DEPARTMENT 526 N.WEST AVE.k126 360-436-0610 GENERAL BUILDING HEIGHT OF DRINKING FOUNTAIN JAN JANITOR ARLNGTON,WA 98223 MICHAELLEON.MLGIIGMAILCOM ALLOWED:40 FT,TWO STORY PER IBC TABLE 504.4 FENESTRATION U-FACTOR Q SHGC PER 402.4 DIA, DIAMETER ARGHTIEGT: CONTACT: (n E SHOWN:26'-6",TWO STORY BUILDING VERTICAL FENESTRATION(WINDOWS),NON METAL MAX U-.30,MAX SHGG.40, 1 0 MAX AIR LEAKAGE:.3 DIGA DRILLED IN CONCRETE ANCHOR LTG LIGHTING HALL ARCHITECTS CARLA HALL 21305 _.l EA DIM DIMENSION LL LEAD LINED 21308 STATE ROUTE 530 NE (360)122-9089 BUILDING AR VERTICAL FENESTRATION(ENTRANCE DOORS)MAX.U460,MAX SHGG.40, ARLNGTON,WA 98223 INFOACARLAHALLARGHITEGTS.GOM Q \ o ALLOWED: 9,000 Sr PER IBC TABLE 506.2 MAX AIR LEAKAGE:.3 DISP DISPENSER SHOWN: MAIN FLOOR: 4,098 8F SKYLIGHTS:MAX U=.98,MAX.SHGG.35,MAX.AIR LEAKAGE:.3 LU UPPER LOFT LEVEL: 1,144 8F ON DOWN MAX MAXIMUM STRUCTURAL ENGINEER: CONTACT: z TOTAL 9,202 SF FENESTRATION CALCULATION AREAS PER C402.4.1 DS DOWN SPOUT MOO MEDIUM DENSITY OVERLAY DESIGN BUILD SERVICES,INC. RICK HEIDE QQ _ 28119-120'"STREET 9E (360)193-9659 iiS L'U, N -----"-- - - - -- -'-- MAXIMUM 30S VERTICAL FENESTRATION AREA ALLOWED DWG DRAWING MOP MEDIUM DENSITY FIBER BOARD MONROE,WA 58212 RHEIDEODDSMONROE.COM i`] - E/N TOTAL EXTERIOR WALL AREA: 3,915 SF MECH MECHANICAL TOTAL VERTICAL FENESTRATION AREA:180 SF CIVIL ENGINEER: CONTACT: L WWR RATIO 20%SHOWN<30%ALLOWED EA EACH MFR MANUFACTURER OCCUPANT LOAD CASCADE SURVEYING i RANDY DEVOIR U d 3 rn N MAXIMUM 9%BKYUGHT AREA ALLOWED EQ EQUAL MIN MINIMUM ENGINEERING,INC. (360)435-5551 MAIN LEVI!U 4058 8F/100 8F PER OCC=40.6 OCCUPANTS - TOTAL ROOF AREAS 4121 SF EXBT,(E) EXISTING M.O. MASONRY OPENING PO BOX 326 RANOYACASCAOESURVEYING.COM UPPER LOFT LEVEU 1144 SP/100 SF PER OCC=11.4 OCCUPANTS TOTAL SKYLIGHT:20 SF ARLINGTON,WA 98223 0 TOTAL 6202 SF/100 SF PER OCCUPANT-52 OCCUPANTS 8RR RATIO:0.05%SHOWN<3%ALLOWED EXP EXPANSION,EXPOSED MR METAL ROOFING \ _ ALL FENESTRATION PRODUCTS SHALL BE LABELED WITH NPRC CERTIFIED U-FACTOR,BHGC,VT, EXT " EXTERIOR M.S. METAL STUD - MECHANICAL(BIDDER DESIGN) CONTACT: �•J N a= •`- AND LEAKAGE RATINGS. ' MTL METAL TBD TIED NUMBER OF EXITS I EXIT TRAVEL DISTANCE ALL INSULATION MATERIALS SHALL HAVE IDENTIFICATION MARK V1815LE DURING INSPECTION. _ _ '- ----- --- N NORTH elm SIMILAR ELECTRICAL(BIDDER DESIGN) CONTACT: MAIN LEVEL TWO EXITS PROVIDED FOR EGRESS PER IBC TABLE 1006.3.1. AIR LEAKAGE-THERMAL ENVELOPE PER C402.5 SQUARE TBD TBD TWO ADDITIONAL EXT.DOORS FOR CONVENIENCE THE BUILDING THERMAL ENVELOPE SHALL COMPLY WITH C402.5.1 THROUGH C402.5.8 AS NIC, NOT IN CONTRACT 8Q O APPLICABLE. NTS NOT TO SCALE ST STAIN PLUMBING(BIDDER DESIGN> CONTACT; N MAXIMUM COMMON PATH OF EGRESS TRAVEL DISTANCE=15 FT PROVIDE A CONTINUOUS AIR BARRIER THROUGHOUT THE BUILDING ENVELOPE PER C402.5.1. STD STANDARD,STUD TBD TBD O PER IBC TABLE 1006.3.2(2). AIR BARRIER AREA CALCULATIONS ROOFS 4121 9P 0/ OVER 8TL STEEL. N EXIT ACCESS?RAVEL DISTANCE=200 FT MAX PER IBC TABLE 1011.2. FLOORS 4058 8F p AISLE ACCESSWAYB=36 INCHES CLEAR MINIMUM WIDTH PER IDC 1018.3 Q IBC 1020.2 NORTH FACING WALL:1161 8F OPp OPPOSITE i TEMPERED SAFETY GLA88 VICINITY MAP w LO SOUTH FACING WALL' 1206 SF TOP AND DSAFET0TTOM Na UPPER LOFT LEVEL+ONE EXIT PROVIDED FOR EGRESS 4 MAXIMUM COMMON PATH OF EGRESS WEST FACING WALL'858 9F TBB EAST FACING WALL 684 SF P PAINT TIC. TONGUE AND GROOVE 7 �.. TRAVEL DISTANCE=15 FT ALL REUEF,OUTSIDE AIR INTAKE,AND EXHAUST OPENINGS SHALL BE PROVIDED WITH DAMPERS PEN PENETRATION T.O. TOP OF LI PER IBC?ABLE IBB6.3.2(2) PER G403.2.4.3. TOP OF MASONRY '^ L 0 co Q N COMPLETED BUILDING SHALL BE TESTED PER G402.5.1.2. PERP PERPENDICULAR TOM a (1) W N DESIGN NOTE+THE UPPER LOFT LEVEL WAS DESIGNED WITH AN OPEN CONCEPT TO LOOK LIKE AN THE AIR LEAKAGE RATE OF THE BUILDING ENVELOPE SHALL NOT EXCEED 0.40 CFM/SP AT A Pi PANEL JOINT TOS TOP OF STRUCTUREISTEEL 7W IJ00 ATTIC LOFT SPACE.STRUCTURALLY,THE MAIN OPEN SPACE HAS SLOPED CEILINGS,NO INTERIOR PRESSURE DIFFERENTIAL OF 0.3 INCHES WATER GAUGE AT THE UPPER SOS CONFIDENCE (Y) = to O) PARTITIONS,AND 4 FOOT TALL'KNEE WALLS'ADJACENT TO THE CENTER GABLE.THE DESIGN AIM INTERVAL IN ACCORDANCE WITH ASTM E 119 OR APPROVED EQUIVALENT, PROPERTY LINE TOW TOP OF WALL 0< = N (wu Q IS TO GIVE THE IMPRESSION OF SPACIOUSNESS WITH THE SLOPED CEILINGS AND THE NATURAL SUBMIT AIR BARRIER TEST REPORT TO JURISDICTION ONCE TEST 18 COMPLETED. IF TEST RESULTS PL,P-LAM PLASTIC LAMINATE TYP TYPICAL i DAYLIGHT ENTERING FROM THE NORTH FACING GABLE END WALL AND THE TWO SHED DORMERS. EXCEED 0.40 GFM/8F AT 0.30 IN WG(15 PA),THEN VISUALLY INSPECT AIR BARRIER AND SEAL � U Z THE FUNCTIONALITY OF THE OPEN DESIGN CONCEPT REQUIRES FURNITURE PLACEMENT TO BE NOTED SOURCES OF LEAKAGE. SUBMIT A FOLLOW-UP REPORT TO JURISDICTION NOTING PLWD,PW PLYWOOD Q LOCATED AROUND THE PERIMETER WHERE THE WALLS ARE SHORTER,PUTTING THE EFFICIENT USE CORRECTIVE MEASURES TAKEN.INCLUDE AIR BARRIER TEST REPORT IN COMPLIANCE PR PAIR UNO. UNLESS NOTED OTHERWISE >Q �•,I C' L NA CIRCULATIONrTRAvTOWARDS THE CENTER OF THE SPACE.THEREFORE THE'UNOBSTRUCTED DOCUMENTATION PROVIDED TO BUILDING OWNER. PT PAINT,PAINTED,NATURAL PATH E TRAVEL'HAS BEEN MEASURED REALIZING THE DESIGN'S INTENTION FOR PROJECT CLOSEOUT DOCUMENTATION SHALL INCLUDE APPLICABLE WSEC ENVELOPE COMPLIANCE p, FURNITURE PLACEMENT. FORMS S CALCULATIONS,AND FENESTRATION NPRC RATING CERTIFICATES. PRESSURE TREATED VGT VINYL COMPOSITION TILE _Q PTN PARTITION VTO VENT TO OUTSIDE ,E.kIGH LAND DR. O = C LIfiNTMG: MtCNANEGAL SUMMARY -_ _-_ � � _ EXIT LIGHTS AND OTHER EMERGENCY ILLUMINATION REQUIREMENTS PER IBC NAVE BEEN MECHANICAL SYSTEMS AND EQUIPMENT SERVING THE HEATING,COOLING OR J4�' �/jJ'EG'r �•- Q INDICATED ON THE LIGHTING PLANS. VENTILATION NEEDS SHALL COMPLY WITH C403. MECHANICAL BIDDER TO PROVIDE JURISDICTION RB RUBBER BASE W WEST p SITE = V Q W FINAL PLANS AND ANALYSIS SHALL BE PROVIDED BY ELECTRICAL BIDDER DESIGNED UNDER A WITH MECHANICAL SUMMARY AND ENSURE COMPLIANCE WITH WBEG. RO ROUGH OPENING W/ WITH Q ++ Z Z SEPARATE PERMIT. SERVICE WATER HEATING MINIMUM EPPIGIENGY,CONTROLS FOR,SERVICE WATER-HEATING -_._, EQUIPMENT INSULATION OF SERVICE HOT WATER PIPING SHALL COMPLY WITH C404. RUB RUBBER W/O WITHOUT Q FIRE DETECTION LIGHTING SUMMARY 3 m SUPPRESSION: wo wooD � } � � o_ RESSION: ELECTRICAL POWER L LIGHTING SYSTEMS s SOUTH wGWB WATER RESISTANT GWB _ UGLITING CONTROLS PER C405.2 5C SOLID CORE WWF WELDED WIRE FABRIC * J Z FIRE RESISTIVE RATED CONSTRUCTION I)OCC 9F SQUARE FEET LL{OCCUPANCY SENSOR CONTROLLS SHALL BE PROVIDED PER C405.2.1. n 20'{Fb ST E 11 1 C co VB(NON-RATED) 2)TIME SWITCH CONTROLS,LIGHT REDUCTION CONTROLS,MANUAL CONTROLS,AND DAYLIGHT RESPONSIVE CONTROLS 8HALL COMPLY WITH C405.2.2,C405.2.2.2,C405.2.3,i 0405.2.4.REFER SHTG SHEATHING /1 a 0 r TO'LIGHTING PLAN FOR DAYLIGHT ZONE LOCATIONS. -_.____.- __.._ --__ u F GROUP 6 OCCUPANCY LOAD ------ - - ------• - co 3)C406AN EXCEPTION I. DAYLIGHT RESPONSIVE CONTROLS ARE NOT REQUIRED AT CUNIC DRAWING SHEET SIDEX 100 SF/OCCUPANT PER IBC TABLE IBB4.1.1 N N ROOMS AND BIRTH SUITES. 4)C409.2.5(4),SUPPLEMENTAL TASK UGHTING INCLUDING PERMANENTLY INSTALLED UNDER-SHELF q-I COVER SHEET i CODE ANALYSIS DRAWING SYMBOL LEGEND (n N I N MANUAL FIRE ALARM SYSTEM OR UNDER-CABINET UGHTING SHALL AUTOMATICALLY BRUT OFF WHENEVER TWAT SPACE 19 _ PER CITY OF ARLINGTON(NOT DEPARTMENT OF HEALTH) UNOCCUPIED AND SHALL HAVE A CONTROL DEVICE INTEGRAL TO THE LUMINAIRES OR BE Z77o W '- A-2 GENERAL NOTES BU INC SECTION TAG ROOM NAME 0 IBC 901.2.2(3)BUSINESS GROUP BOCCUPANCY/AMBULATORY CARE FACILITY CONTROLLED BY A READILY AGGE8816LE WALL-MOUNTED CONTROL DEVICE. 1 � N 3 tv SINCE THE OFFICE BUILDING CONTAINS THREE BIRTH SUITES THE DESIGN SHALL PROVIDE A 5)C4B5.7.50). LUMINAIRES SERVING THE EXIT ACCESS AND PROVIDING MEANS AF EGRESS o OFFICE COPY �J O Z Un MANUAL FIRE ALARM SYSTEM IN COMPLIANCE WITH NFPA 12 ILLUMINATION REQUIRED B7 IBC 1008.1,ING411DING LUMINAIRES THAT FUNCTION A9 DOTH NORMAL A-3 OMITTED _ I6 r = O 6 AND EMERGENCY MEANS OF EGRESS ILLUMINATION SHALL BE CONTROLLED BY A COMBINATION SMOKE DETECTION SYSTEM OF LISTED EMERGENCY RELAY AND OCCUPANCY SENSORS THAT AUTOMATICALLY SHUTS OFF THE A-4 SITE PLAN,DETAILS ELEVATION TAG DOOR C WINDOW SYMBOLS ftT G PER GTY OF ARUNGTON(NOT DEPARTMENT OF HEALTH) LIGHTING WHEN THE AREAS SERVED BY THAT ILLUMINATION ARE UNOCCUPIED,EXCEPT MEANS OF _- EGRESS ILLUMINATION SERVING THE EXIT ACCESS THAT DOES NOT EXCEED 0.02 WATTS PER 80 FT A-5 MAIN LEVEL FLOOR PLAN,INTERIOR CONSTRUCTION PHASING SCHEMATIC IBC 901.2.2.1 AMBULATORY CARE FACILITY. I ® CITY OF ARLINGTON N PROVIDE AN ELECTRONICALLY SUPERVISED AUTOMATIC SMOKE DETECTION SYSTEM WITHIN THE BF BUILDING AREA ARE EXEMPT FROM THIS REQUIREMENT. O b)EXTERIOR UGHTING CONTROLS PER C405.2.1. q-6 LOFT LEVEL FLOOR PLAN,EXITING SCHEMATIC,INTERIOR ELEVATIONS BUILDING DEPARTMENT AMBULATORY CARE FACILITY IN COMPLIANCE WITH NFPA$. Lp EXIT SIGNS PER C405.3_ DETAIL SECTION TAG ELEVATION TAG THE SMOKE DETECTION SYSTEM SHALL BE MONITORED BY AN UL LISTED CENTRAL STATIONVED t MONITORING COMPANY. INTERNALLY ILLUMINATED EXIT SIGNS SHALL NOT EXCEED 5 WATTS PER SIDE. A-1 FINISH,DOOR,G WINDOW SCHEDULES DA s T V INTERIOR EGETMG POWERUGHTIN REQUIREMENTS SHALL PER C405.4. q-S INTERIOR ELEVATIONS �� {- •• Tg THE MANUAL FIRE ALARM Q SMOKE TO DETECTIONS SYSTEM SHALL BE BIDDER DESIGN AND BE TOTAL CONNECTED INTERIOR UGHTING POWER 8HALL BE DETERMINED PER G408,4.1. NO CHANCES At RRED 4)APPROVED BY CITY OF ARLINGTON. USING TABLE C405.4.2(2)SPACE-BY-SPACE METHOD FOR MAIN FLOOR LEVEL AND CABLE DETAIL GALL OUT RENSION CLOUD a TAG UNLESS APPROVED BY THH C - C405.4.1(I)BUILDING AREA METHOD FOR UPPER LOFT FLOOR A-9 INTERIOR ELEVATIONS AUTOMATIC SPRINKLERS NOT REQUIRED INTERIOR LIGHTING POWER ALLOWANCES 4 325.32 WATTS TOTAL BUILDING INSPECTOR ; PER IBC TABLE 506.2: MAIN FLOOR 3,566.32 WATTS A-IB MAIN LEVEL ELECTRICAL/UGHTING PLAN O /15 5210 SF TOTAL FLOOR AREA<5000 SF FLOOR AREA ALLOWED UPPER LOFT FLOOR 159.0 WATTS A-11 LOFT LEVEL ELECTRICAL/UGHTING PLAN,DAYLIGHT ZONE SCHEMATIC PER UPC CABLE 5I05.1(2) EXTERIOR LIGHTING POWER ALLOWANCES: 2,195.18 WATTS GPM FOR 2 HR DURATION ARE F GPM MIN REQUIRED BARE ZONE 3 150 WATTS A-12 ROOF PLAN,DETAILS PER PER IBC 909.2.2 AMBULATORY CARE ACIUTIE9� PARKING AREA IDRIVES 153.68 WATTS FACIUTY ONLY CONTAINS 3 BIRTH SUITES WALKWAYS 16 WATTS MAIN ENTRIES 195 WATTS A-I3 EXTERIOR BUILDING ELEVATIONS - owawN FIRE EXTINGUISHERS OCHER DOORS 120 WATTS A-14 BUILDING CROSS SECTIONS r�'�r'+"'�U .�y,�� PORTABLE FIRE EXTINGU15HERS SHALL BE A MIN.TYPE 2-A AND MAXIMUM DISTANCE TO BE NO ENTRY CANOPIES 115A WATTS cHecKeo MORE THAN 15 FT. ALL FIRE EXTINGUISHERS AND THEIR LOCATION SHALL COMPLY WITH[PC BUILDING FACADES 454.E WATTS•+ A-15 BUILDING CROSS SECTIONS,DETAILS MORESECTION 9e6. EMERGENCY LOADING AREA 330 WATTS•• ••NONTRADABLE SURFACES Dare ELECTRICAL TRANSFORMERS SHALL COMPLY WITH C405.6. A-I6 WALL SECTIONS,DETAILS EMERGENCY VEHICULAR ACCESS MAIN FIRE DEPARTMENT ACCESS TO BE FROM HIGHLAND DRIVE BUILDING IS ACCESSIBLE FROM TWO ADDITIONAL EFFICIENCY REQUIREMENTS. 9-1 LATERAL DETAILS,SHEAR WALL SCHEDULE THREE SIDES. MECHANICAL f LIGHTING BIDDERS TO PROVIDE EFFICIENCY COMPLIANCE INFORMATION FOR AMBULANCE AGGE9S TO EAST SIDE OF BUILDING WITH`T•TURN AROUND. OWNER TO COS HOE TWO OPTIONS PER C406. 5-2 STRUCTURAL NOTES,DETAILS JOB NO. SEE SITE PLAN FOR FURTHER DETAILS. g U MORE EFFICIENT HVAC EQUIPMENT AND FAN PERFORMANCE IN ACCORDANCE WITH C406.2. 9-3 FOUNDATION PLAN,MAIN FLOOR FRAMING e`+eer 2)REDUCED UGHTING POWER IN ACCORDANCE WITH SECTION C406.3. 8 REDUCE INTERIOR LIGHTING POWER TO 15%.4,325.32 WATTS X.15=3,243.99 WATTS 8-4 MAIN FLOOR PLAN,LOFT LEVEL FLOOR FRAMING - S-5 LOFT LEVEL PLAN,ROOF FRAMING 3)PROVIDE A DEDICATED OUTDOOR AIR SYSTEM(DOA9)IN ACCORDANCE WITH C406.6. CONTRACTORS TO PROVIDE JURISDICTION UNTH REQUIRED COMPLIANCE DOCUMENTATION. L-I LANDSCAPE PLAN,DETAILS 3 L-2 LANDSCAPE PLANT SCHEDULE OF r BY BIDDER DESIGN NOTES GENERAL.NOTES �EECTRICAL CsEP1E1QAL FIRE PROTECTION ELECTRICAL 1 LI614TIF16GAFFTHE ELECTRICAL SYSTEM SHALL BE BIDDER-DESIGNED AND SHALL CONFORM TO ALL - 53.ELECTRICAL ROUGH-IN AND LIGHTING PLANS ARE FOR THE GENERAL la LOCAL,STATE AND FEDERAL CODE STANDARDS. FRAMING INSPECTIONS WILL NOT BE INFORMATION OF THE CONTRACTOR. THE EXACT LOCATION SHOULD BE I. ALL CONSTRUCTION SHALL COMPL7 WITH THE 20i5 INTERNATIONAL BUILDING 24.FIRE EXTINGUISHERS:VERIFY THE REQUIREMENTS AND LOCATIONS UTH THE PERFORMED UNTIL APPROPRIATE ELECTRICAL INSPECTIONS HAVE BEEN PERFORMED ' VERIFIED WITH THE ELECTRICIAN. ` AND APPROVED BY THE DEPARTMENT OF LABOR AND INDUSTRIES(ELECTRICAL CODE,WASHINGTON STATE REGULATIONS FOR BARRIER FREE DESIGN, FIRE MARSHAL THE CONTRACTOR 19 TO SUPPLY FIRE EXTINGUISHER AND AND ORDINANCES, STATE ENERGY CODE,AND ALL APPLICABLE LOCAL CODES CABINETS,A5 REQUIRED. THE GENERAL LOCATION I6 NOTED ON THE FLOOR DIVISION) AND ORDINANGE9, I PLANS. ALL EXTINGUISHER CABINETS SHALL MEET LOCAL FIRE DISTRICT 54.EACH SPACE SHALL CONTAIN 1T9 OWN CONTROLS FOR LIGHTING.THE CONTROLS THE CONTRACTOR SHOW SHALL BE READILY ACCESSIBLE AND LOCATED AT THE POINT OF ENTRY TO THE ORDINANCES FOR SIZE AND NUMBER REQUIRED. • PROVIDE SYSTEM DRAWINGS AS REQUIRED BY THE GOVERNING JURISDICTION - 2. APPROVED(CITY,COUNTY,OR STATE)PLANS SHALL BE"KEPT IN A PLAN SPACE LIGHTING CONTROLS MAY BE CENTRALLY LOCATED IN REMOTE FOR APPROVAL BY THE OWNER. BOX AND SHALL NOT BE USED BY ANY WORKMEN. ALL CONSTRUCTION SETS 25.FIRE EXTINGUISHERS NOT EXCEEDING 40 LBS.SHALL BE INSTALLED SO THE LOCATIONS WHEN CONTROLS FOR A SPACE MUST BE LOCATED AS A WHOLE,OR SHALL REFLECT THE SAME INFORMATION,AS WELL AS ALL REVISIONS, TOP OF THE DEVICE IS NO MORE THAN SO"A.F.F.AND THE BOTTOM 19 NO AUTOMATIC CONTROLS ARE USED,OR SPECIAL TRAINING 19 REQUIRED FOR " • PROVIDE SYSTEM DESIGN CRITERIA FOR REVIEW BY WA9HINGTON STATE ADDENDA,AND CHANGE ORDERS.THE CONTRACTOR SHALL ALSO MAINTAIN LOWER THAN 4"A.F.F.EXTINGUISHERS EXCEEDING 40 LBS.SHALL BE CONTROLS,OR WHEN THERE ARE SAFETY OR SECURITY ISSUES INVOLVED. DEPARTMENT OF HEALTH CONSTRUCTION REVIEW SERVICES PER LICENSED IN GOOD'CONDITION ONE COMPLETE SET OF PLANS WITH ALL REVISIONS, INSTALLED SO THE TOP OF THE DEVICE 16 NO MORE THAN 42"A.F.F. - CHILDBIRTH CENTER REQUIREMENTS(BIRTH CENTER PLAN REVIEW AND LICENSE ADDENDA,AND CHANGE ORDERS,ON THE PREMISES AT ALL TIMES.THESE SS.THE MAXIMUM LIGHTING POWER T14AT MAY BE CONTROLLED BY A SINGLE SWITCH FEES PAID BY OWNER) ARE TO BE UNDER THE CARE OF THE JOB SUPERINTENDENT. 26.ALL FIRE EXTINGUISHERS SHALL REMAIN FREE OF VISUAL AND PHYSICAL OR AUTOMATIC CONTROL SHALL NOT EXCEED THAT WHICH 16 PROVIDED BY A BIRTH CENTER DOES NOT INCLUDE AN ESSENTIAL ELECTRICAL SYSTEM.. OBSTRUCTION,BE READILY ACCESSIBLE,IMMEDIATELY AVAILABLE FOR USE, 20 AMPERE CIRCUIT LOADED TO NOT MORE THAN 80%. A MASTER CONTROL 3. THE CONTRACTOR 16 REQUIRED TO EXAMINE THE SITE AND WILL BE ASSUMED AND BE LOCATED ALONG EXIT PATHS FROM ROOMS AND AREAS. MAY BE INSTALLED PROVIDED THE INDIVIDUAL SWITCHES MAINTAIN THEIR • ENSURE ELECTRICAL SERVICE FOR CLINIC ROOMS AND BIRTH SUITES COMPLY TO BE FAMILIAR WITH ALL EXISTING CONDITIONS,INCLUDING THE LOCATIONS OF ABILITY TO FUNCTION SEPARATELY. CIRCUIT BREAKERS MAY NOT BE USE AS WITH 2O11 NEC V1.13. - UTILITIES,ACCESS,ETC.,BEYOND THE IMMEDIATE AREAS SHOWN. 21.ALL EXTINGUISHERS SHALL BE IDENTIFIED AS TO THEIR LOCATION.EITHER BY THE SOLE MEANS OF SWITCHING. REFERENCE WSEC FOR EXCEPTIONS. USE THE LIGHTING,POWER,AND SWITCHING PLANS INCORPORATED IN THESE 4. THE CONTRACTOR SMALL VERIFY ALL EXISTING CONDITIONS,DIMENSIONS, A SIGN,LIGHTS,OR COLOR CODED WALLS OR COLUMN. 56.ALL DAYLIGHT ZONES SHALL BE PROVIDED WITH INDIVIDUAL CONTROLS OR DRAWINGS ONLY AS GUIDELINES FOR THE DESIGN. DETAILS,ETC.,AND NOTIFY THE ARCHITECT OF ANY AND ALL DISCREPANCIES 28.MINIMUM FLAME SPREAD CLASSIFICATION OF INTERIOR FINISHES SMALL BE IN DAYLIGHT OR OCCUPANT SENSING AUTOMATIC CONTROLS,WHICH CONTROL THE PRIOR TO PROCEEDING WITH THE WORK. ACCORDANCE WITH TABLE 803.11 OF THE 2015 IBC LIGHTS INDEPENDENT OF GENERAL AREA LIGHTING.WSEC CHAPTER 405.BIRTH • PROVIDE ADEQUATE LIGHT LEVELS THAT MEET ACCEPTED STANDARDS FOR SUITES AND CLINIC ROOMS ARE EXEMPT FROM DAYLIGHT CONTROLS. ALL AREAS OF THE BUILDING. 5. DO NOT SCALE DRAWINGS;DIMENSIONS GOVERN.ANY DRAWING SCALES ARE 29.COMPRESSED OXYGEN FOR MEDICAL USE SHALL BE SECURELY STORED IN INDICATED TO PROVIDE VISUAL PROPORTION AND SHOULD BE VERIFIED WITH BUILDING VIA PORTABLE E SIZED TANKS.TOTAL AMOUNT STORED SHALL NOT 51.EXTERIOR LIGHTING SHALL HAVE AUTOMATIC CONTROLS TO TURN OFF LIGHTS AT • PROVIDE ENERGY CALCULATIONS AS REQUIRED BY LOCAL AUTHORITY. SIMILAR DRAWINGS AND LISTED DIMENSIONS.THE CONTRACTOR SHALL NOTIFY EXCEED 504 CUBIC FEET AT NTP PER NFC 105.6.S. POST'NO SMOKING' NIGHT OR OTHER LOW LIGHT PERIODS.LIGHTING NOT DESIGNATED FOR DUSKTHE ARCHITECT IMMEDIATELY OF ANY AND ALL DISCREPANCIES SIGNS WHERE OXYGEN IS BEING ADMINISTERED. TILL DAWN OPERATION SHALL BE CONTROLLED BY EITHER A COMBINATION OF IS • PROVIDE SEPARATE DRAWINGS FOR LIGHTING AND POWER PHOTO SENSOR AND TIME SWITCHING OR AN ASTRONOMICAL TIME SWITCH. ALL 6. ALL DIMENSIONS ARE TO BE CENTER OF STUD,OR FACE OF CONCRETE WALL, - 30.FIRE BLOCKING SMALL BE PROVIDED: TIME SWITCHES SMALL BE CAPABLE OI=RETAINING PROGRAM DURING A IB c.+ Md1R L059 OF POWER. a - PROVIDE APPROPRIATE N.RE.D.ENERGY CODE,LIGHTING BUDGET,DUCT SEAL, � UNLESS OTHERWISE NOTED. .. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS,INCLUDING � 60 DUCT INSULATION,INSPECTIONS,AND APPROVALS BY AN APPROVED CERTIFIED FURRED SPACES,AT THE CEILING AND FLOOR LEVELS AND AT 10 FOOT NON-RESIDENTIAL ENERGY CODE INSPECTOR ALL REPORTS SHALL BE ON-SITE 1. THE PLANS AND SPECIFICATIONS ARE MINIMUMS AND WHERE DETAILS ARE INTERVALS BOTH VERTICAL AND HORIZONTAL - WITH COPIES PROVIDED TO THE CITY BUILDING INSPECTOR. NOT SPEGFICALL7 SHOWN,CONSISTENT PRACTICES SHALL BE USED.CODES AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND TOILET ROOMS AND ORDINANCES TAKE PRECEDENCE OVER PLANS AND SPECIFICATIONS, HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS,DROP CEILINGS AND SO.PROVIDE BLOCKING IN WALLS OF TOILET ROOMS FOR GRAB BAR INSTALLATION • COORDINATE WITH MECHANICAL CONTRACTOR TO PROVIDE ELECTRICAL AND WHEREVER INCONSISTENCIES EXIST,IT WILL BE THE CONTRACTOR'S COVE CEILINGS. AND TOILET ACCE590RIE&SEE ELEVATIONS. E REQUIREMENTS FOR THEIR WORK. RESPONSIBILITY TO IMMEDIATELY NOTIFY THE OWNER AND PROVIDE ACCEPTABLE CORRECtIONs. 31. FIRE BLOCKING SHALL CONSIST OF 2.NOMINAL LUMBER OR TWO THICKNESSES V/ o • PROVIDE ALL WIRING REQUIRED FOR A COMPLETE INSTALLATION FROM THE - OF I INCH NOMINAL LUMBER WITH BROKEN LAP JOINTS OR APPROVED 59.SOUND INSULATE ALL PLUMBING WALLS WITH MINIMUM R-11 BATT INSULATION. L? HOME PANEL 8. WHERE CONSTRUCTION DETAILS ARE NOT SHOWN OR NOTED FOR ANY PART MATERIAL tl1 OF THE WORK,THE DETAILS SHALL BE THE SAME A6 FOR OTHER SIMILAR 4 • SECURE ALL REQUIRED PERMITS. WORK. THE BIDDER SHALL ASSUME CONSISTENT CONSTRUCTION PRACTICES 32.WALLS HAVING PARALLEL OR STAGGERED STUDS FOR SOUND-TRANSMISSION V m OCCUR IN AREAS WHERE DETAILS DO NOT INDICATE SPECIFIC MATERIALS OR - CONTROL SHALL HAVE FIRE BLOCKS OF MINERAL FIBER,GLA55 FIBER,OR Z C • ENSURE THAT ALL RECESSED LIGHTING FIXTURES SHALL BE I.C.RATED. PROCEDURES. OTHER APPROVED NON RIGID MATERIAL a o • MAINTAIN ALL REQUIRED HORIZONTAL AND VERTICAL CLEARANCES PER CODE 9. THE CONTRACTOR SHALL PROVIDE MECHANICAL,PLUMBING,ELECTRICAL, 33.DRAFTSTOPPING AND FIRESTOPPING SHALL BE PROVIDED Q N N AND FIRE PERMITS AND NECESSARY INSPECTIONS,TESTING AND APPROVALS AND PLANS. - PER TICS IBC SUBSECTION 118. -•T-� g-m m ' - AS REQUIRED BY THE LOCAL JURISDICTION, � IN ATTICS AND OVERHANGS AND CONCEALED SPACES OF BUILDING. s • PROVIDE THE OWNER WITH DOCUMENTS PER WSEC CI03.6,AS-BUILtS,ALL �_ WARRANTIES,OPERATION MANUALS AND SIMILAR MATERIALS AT THE 10.ALL DEFERRED SUBMITTALS/BIDDER DESIGNS SHALL BE APPROVED FOR 34.PROVIDE SUFFICIENT BLOCKING IN WALLS FOR SUPPORTING RECESSED FIXTURES U 3 m m GENERAL CONFORMANCE BY THE ARCHITECT/ENGINEER OF RECORD PRIOR h c COMPLETION OF PROJECT. AS BROWN ON THE DRAWINGS. - i0 PLANS BEING SUBMITTED TO THE CITY. - • CONFORM WITH ALL REQUIREMENTS FOUND IN THE GENERAL NOTES AND CODE 35.PROVIDE A MANUAL PULL STATION AND A 24 HOUR ELECTRONICALLY c o O ANALYSIS NOTES. II. WHERE DEVICES OR ITEMS OR PARTS THEREOF ARE REFERRED TO IN SUPERVISED SMOKE DETECTION SYSTEM. BIDDER DESIGN SHALL BE SINGULAR,It IS INTENDED THAT SUCH SHALL APPLY TO AS MANY SUCH APPROVED BY CITY.SMOKE DETECTOR FEATURES TO INCLUDE AN ISOLATED N Q c MECHANICAL DEVICES,ITEMS,OR PARTS AS ARE REQUIRED TO PROPERLY COMPLETE THERMAL MODEL WHICH INITIATES LOCAL ALARM WHEN SMOKE 19 DETECTED THE MECHANICAL SYSTEM SHALL BE DESIGNED PER APPLICABLE LOCAL,STATE,AND THE WORK. AND A GENERAL ALARM WHEN THE THERMAL SENSOR IS ACTIVATED;DRIFT FEDERAL CODE STANDARDS. COMPENSATION TO REDUCE NUISANCE ALARMS;AND LOCAL STATUS THE HVAC MECHANICAL SYSTEMS SMALL BE`BIDDER DESGN".. 12. THE CONTRACTOR WILL VERIFY AND CONFORM TO ALL REQUIREMENTS OF INDICATION DURING POWER^UP,STANDBY,ALARM,MAINTENANCE,AND THE HVAC SYSTEMS SHALL MEET CURRENT MECHANICAL,ENERGY AND ELECTRICAL THE UTILITY COMPANIES,UNLESS OTHERWISE NOTED IN THE PLANS AND FREEZE TROUBLE CONDITIONS. SPECIFICATIONS CODES AND STANDARDS. LA SHALL E DESIGNED AND CONSTRUCTED FOR LOW NOISE CRITERIA.THE HVAC SYSTEM 13. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO LOCATE ALL - ACCE MUrY 10ARC IIREE C4*NM (ICSTION THE EM SHALL PROVIDE OUTDOOR AIR AND VENTILATION ILATION PER THE EXISTING UTILITIES WHETHER SHOWN HEREON OR NOT AND TO PROTECT THEM WASHINGTON STATE VENTILATION CODES. SYSTEM DESIGN SHALL ENSURE STALE FROM DAMAGE. 3b.BUILDINGS AND STRUCTURES SHALL BE ACGEfiSiBLE?O PERSONS WITH cmRETURN AIR IS PREVENTED FROM BEING INTRODUCED INTO WORKROOM MI,THE BIRTH I PHYSICAL DISABILITIES AS PER IBC CHAPTER IL SUITES AND THE CLINIC ROOMS AND THAT CLEAN SUPPLY AIR 19 INTRODUCED INTO j 14. ALL WORK SHALL BE APPLIED IN ACCORDANCE WITH THE MANUFACTURER'S W LO THOSE SPACE 5 PER WASHINGTON STATE HEALTH DEPARTMENT CHILDBIRTH LICENSING LATEST RECOMMENDATIONS OR WRITTEN DIRECTIONS.THE BIDDER IS TO 31.A GENERAL HANDICAP SIGN SHALL BE PROVIDED AT THE HANDICAP PARKING P1 REQUIREMENTS. PROVIDE THE LATEST RECOMMENDED PRODUCTS,MATERIALS,AND SPACE PER IBC,SECTION IIII.I(MOUNTED ON A POST AND PAINTED ON THE - V MECHANICAL WORK SHALL CONFORM WITH ALL THE REQUIREMENTS FOUND IN THE METHODS FOR EACH MANUFACTURER TO MEET THE SPECIFIED ASPHALT) GENERAL NOTES. PERFORMANCES AND WARRANTIES. ALSO ALL MANUFACTURER co CONTRACTOR SNAIL SPECIFICATIONS AND RECOMMENDATIONS SHALL BE ON S1TE AT THE TIME OF W L INSPECTIONS. EORE88 I EbTIN6 _ W N • PROVIDE DRAWINGS AND CALCULATIONS FOR COMPLETE HVAC SYSTEMS. 15. ALL ITEMS MARKED•N.LC.'ARE NOT PART OF THIS CONTRACT. 38.AN EXIT SIGN SHALL BE PROVIDED AT ALL APPLICABLE LOCATIONS FOR co W m GRADE LEVEL EGRESS IDENTIFICATION. • PROVIDE A COMPLETE SUBMITTAL i0 BE REVIEWED BY OWNER. T N ��♦ w Q 16.ALL OPERATIONS CONDUCTED ON THE PREMISES SHALL NOT BE 39.PROVIDE EXITIEMERGENC7 LIGHTING A5 REQUIRED PER IBC AND LOCAL FIRE LL4 W y • MEET ALL ENERGY CODE REQUREMENT6 AND SHALL PROVIDE ENERGY CODE - OBJECTIONABLE BEYOND THE PROPERLY E,VIBRATION, LINES A REASON OF CODES. SEE ELECTRICAL PLANS FOR LOCATIONS. T O Z CALCULATIONS AS REQUIRED. OTHNOSER STEAM,ODOR,FUMES,GASES,SMOKE,VIBRATION,HAZARD,OR _ Q - OTHER CAUSES j i 40.EXIi SIGNS AND ILLUMINATION SHALL CONFORM TO THE 2015 IBC,SECTION 1008. • PROVIDE SYSTEM DESIGN CRITERIA FOR REVIEW BY WASHINGTON STATE HEALTH 11. FLAMMABLE GASES AND OXYGEN TANKS AT JOB SITE SHALL NOT BE USED DEPARTMENT CONSTRUCTION REVIEW SERVICES TO ENSURE COMPLIANCE WITH 41. PROVIDE CONTINUOUS HANDRAILS ON EACH SIDE OF ALL STAIRS. ALL OR STORED IN THE BUILDING. TANKS SHALL BE KEPT ON THE EXTERIOR ANDca LICENSED CHILDBIRTH CENTER CLEAN SUPPLY AIR REQUIREMENTS.(BIRTH APPROVED PIPING OR UL LISTED HOSES USED TO CONVEY THE GASES HANDRAILS SHALL EMEND HORIZONTALLY AT LEAST @"BEYOND TOP RISER C CENTER PLAN REVIEW AND LICENSE FEES PAID BY OWNER) INSIDE. SUCH TAN AND CONTINUE TO SLOPE FOR THE DEPTH OF ONE TREAD BEYOND THE BOTTOM O = =_ KS SHALL BE POSITIONED AT LEAST 20 FEET FROM ANY - RISER. ENDS SHALL RETURN TO WALL BUILDING OPENING. LOCATION AND REQUIRED SUPPORT APPROVED BY 0) Q • COORDINATE LOCATION OF EQUIPMENT AND DUCTWORK WITH STRUCTURAL AND LOCAL FIRE DISTRICT. ,C U0 LlJ ARCHITECTURAL ELEMENTS AND OTHER TRADE'S WORK. DOORS AND WINDOWS Q .t.✓' Z Z IS.FLAMMABLE LIQUIDS AT THE JOB SITE SHALL NOT BE STORED IN THE BUILDING NG N • SECURE ALL PERMITS FOR MECHANICAL AND HVAC CONTROLS WORK. AND SHALL OTHERWISE B q2.THE CONTRACTOR SMALL VERIFY ALL DOOR AND WINDOW ROUGH-OPENING E STORED,DISPENSED,AND USED IN ACCORDANCE DIMENSIONS WITH DOOR AND WINDOW MANUFACTURERS,BEFORE ENI PLACING A W N 0 ('9 WITH THE REQUIREMENTS OF THE LOCAL FIRE OFFICIAL AND 2015 IBC. • MAINTAIN ALL REQUIRED HORIZONTAL AND VERTICAL CLEARANCES PER CODE PURCHASE ORDER. IH d •- AND PLANS. CLOTHES DRYER EXHAUST TO EXTERIOR PER IMC 504.5. IS. PORTABLE FIRE EXTINGUISHERS SHALL BE PROVIDED THROUGHOUT THE 1 43.EXIT DOORS SHALL BE OPERABLE FROM THE INSIDE WITHOUT THE USE OF A KEY = 0 CONSTRUCTION AREA WITH A MAXIMUM TRAVEL DISTANCE OF 15 FEET.THE OR ANY SPECIAL KNOWLEDGE OR EFFORT AND SHALL COMPLY WITH L' U) L• PROVIDE OWNER WITH DOCUMENTS PER WSEC C103.6,AS-BUILT9,ALL - EXTINGUISHER SHALL MEET THE STANDARD SPECIFIED FOR NEW 'O m Z WARRANTIES,OPERATION MANUALS AND SIMILAR MATERIALS AT THE EXTINGUISHERS. REQUIREMENTS OF IBC SECTION 1010. COMPLETION OF THE PROJECT. . co 20.THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO ENSURE 44.DOORS SHALL HAVE A MINIMUM MANEUVERING CLEARANCE PER ICC/ANSI A111.1 Q • CONFORM WITH ALL REQUIREMENTS FOUND IN THE GENERAL NOTES AND CODE THE SAFETY OF THE WORKERS AT ALL TIMES. SECTION 404.FOR A FRONT APPROACH WHERE THE DOOR MUST BE PULLED, Q p) U) H AN UNOBSTRUCTED FLOOR SPACE EXTENDING At LEAST 1W BEYOND THE = O I CID ANALYSIS NOTES. - STRIKE JAMB,AND EXTEND AT LEAST 60"PERPENDICULAR TO THE DOOR WAY. N 21. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE COMPLETE FOR A FRONT APPROACH WHERE THE DOOR MUST BE PUSHED OPEN,NOT (�co N N SECURITY OF THE NEW BUILDING WHILE THE JOB IS IN PROGRESS AND UNTIL MAY CLOSER AND LATCH,AN UNOBSTRUCTED FLOOR SPACE,AT LEAST 36" PWMDIN6 THE JOB 15 COMPLETED. _ WIDE,EXTENDING At LEAST 60"PERPENDICULAR t0 THE DOORWAY SHALL B w LoE _ THE PLUMBING SYSTEM SHALL BE BIDDER-DESIGNED AND SHALL CONFORM TO ALL PROVIDED. LOCAL,STATE AND FEDERAL CODE STANDARDS. D 21.THE CONTRACTOR SHALL CONTROL DUST GENERATED DURING CONSTRUCTION PROVIDED. \ N 3 WASHING TRUCK WHEELS BEFORE THEY LEAVE THE SITING DUST SOURCES,SUCH AS AREAS OF TE. SOILS,AND tJ O Z U THE CONTRACTOR SHOW - 45.ALL DOOR HARDWARE THROUGHOUT THE PROJECT SHALL BE OPERABLE WITH WRIST OR ARM PRESSURE AS PER IBC CHAPTER II. W T O s 23.ALL DEBRIS SHALL SE REMOVED FROM THE PREMISES AND ALL AREAS • PROVIDE SYSTEM DESIGN DRAWINGS A9 REQUIRED BY THE GOVERNING SHALL 15E LEFT IN"BROOM CLEAN"CONDITION. 46.INTERIOR SIDE-SWING DOORS WITHOUT CLOSERS THROUGHOUT ALL COMMON (a U JURISDICTION AND FOR APPROVAL BY THE OWNER. AREAS SHALL BE OPERABLE WITH 5 POUNDS(22N)OR LESS FORCE,AND ON _^ Lu OTHER SIDE-SWING,SLIDING AND FOLDING DOORS,THE DOOR LATCH SMALL O, U) • PROVIDE SYSTEM DRAWINGS Q FIXTURE CUT-SHEETS FORSPERLICENSED WASHINGTON STATE RELEASE WHEN IT 19 SUBJECTED TO 15-POUND(SIN)FORCE OR LESS PER IBC - O DEPARTMENT OF HEALTH CONSTRUCTION REVIEW SERVICES PER LICENSED - 1010. `' CHILDBIRTH CENTER REQUIREMENTS(BIRTH CENTER PLAN REVIEW AND LICENSE - - W t - FEES PAID BY OWNER). 41.ALL GLASS AND GLAZING SHALL COMPLY WITH IBC CHAPTER 24. "r• U DESIGN THE SYSTEM TO PROVIDE MAXIMUM FLEXIBILITY BY PROVIDING 48.PROVIDE SAFETY GLAZING WITHIN 24"ARC OF ALL DOORS OR OTHER 1-�L ACCESSIBILITY OF WATER AND WASTE LINES. PROVIDE REDUCED PRESSURE HAZARDOUS LOCATIONS A9 PER IBC 2406.3. T BACKFLOW ASSEMBLY(RPBA)IN MECHANICAL ROOM,SEE CIVIL DRAWINGS. _ - N 45.ROOF SYSTEMS SHALL BE INSTALLED PER THE MANUFACTURERS C • PROVIDE CLEANOUtS TO CONFORM WITH INDUSTRY STANDARDS AND SHALL BE _� 3 DISCREETLY LOCATED AND ACCESSIBLE SHALL BE I AND INSTALLATION TIME TION INSPECTION. AND SAID SPECIFICATIONS O ,I SHALL BE ON-SITE AT THE TIME OF INSPECTION. • PROVIDE SUBMITTAL INFORMATION ON ALL PROPOSED EQUIPMENT AND bO.ROOF DRAINAGE SHALL BE SIZED AND LOCATED TO COMPLY UTH IBC 1503.4. FIXTURES FOR APPROVAL BY THE OWNER'S REPRESENTATIVE - f SECURE ALL REQUIRED PERMITS 51. ALL ROOFING MATERIAL AND CONNECTIONS SHALL CONFORM TO IBC 1504. - - - - � I " 52.ALL EXTERIOR CLADDING MATERIAL(SIDING)AND CONNECTIONS SHALL DRAWN • MAINTAIN ALL REQUIRED HORIZONTAL AND VERTICAL CLEARANCE PER CODE I CONFORM TO LBO 1404,1405,1406. AND PLANS. CHECKED • BATH B SHOWER WANDS TO HAVE INTEGRAL VACUUM BREAKERS. • MOP SINK AND/OR ANY OTHER HOSE ADAPTABLE FIXTURES TO HAVE INTEGRAL .I DATE VACUUM BREAKERS. - f2-4- Ip . SCALE HOT WATER TANK SHALL HAVE PAN AND PRESSURE RELIEF VALVE THAT 19 - - - � VENTED TO EXTERIOR.ON DEMAND WATER HEATERS TO BE INSTALLED PER i MANUFACTURERS SPECIFICATIONS,IF USED.PROVIDE I"THICK INSULATION AT 5 - ALL HOT WATER PIPING. '. � PROVIDE ABILITY TO HEAL LAUNDRY WATER IN WORK ROOM M2 TO 160 - SHEET g DEGREES AND ALL FACILITY HANDWASH SINKS i BATHING FIXTURES TO A-^ MAXIMUM 120 DEGREES. L PROVIDE THE OWNER WITH AS-BUILTS,ALL WARRANTIES,OPERATION MANUALS • AND SIMILAR MATERIALS At THE COMPLETION OF THE PROJECT. - • CONFORM WITH ALL REQUIREMENTS FOUND IN THE GENERAL NOTES AND CODE ANALYSIS NOTES. 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BNEET a s OF BMEET9 !p")I'01) --- --- __-_--- -- - - REVISIONS BY 14''4° 91 0" Oj DIRTH GIVE DOIXSL LL E SOUND WA (2)2 X 4 WALLS 6 24"O.C.WITH RI3 BATT INSULATION AND I INCH AIR SPACE AA TOILET 21 TOILET 3TWEEN L(2)2 X 6 WALLS 0 24"OC WITH R13 BATT I - i INSULATION AND I INCH AIR SPACE BETWEEN WALLS. Q 9•U'jq CAH W b3 10 I N I j FACE 1: 2 LAYERS 5/8"GWB WI GREEN GLUE COMPOUND 4'$ 9'B I I �Q BETWEEN. f/1 - i I FACE 2: 1 LAYER OF 518"GWB OVER I LAYER OF TA6"OSB (NAIL PER SHEAR WALL TABLE)W/GREEN GWE COMPOUND BETWEEN. LEAVE l4."AT TOP 4 BOTTOM OF PANELS$CAULK WITH ACOUSTIC CAULK V5 -Q 1 STAGGER JOINTS OF GWB. GLIUIC I#3 M CLINIC '2 CLIIJiCAI' -� I 2ODIRTH BUTTE 2 X 4 SOUND WALL' �i 2 X 4'S 024"OC WITH R13 BATT INSULATION. I1'8L ID./ I OGG, 1 OGG, IIYs II Ij - FACE 1: 2 LAYERS 5/8"GWB WITH GREEN GLUE COMPOUND 1{'0 20Gc. - N S1 I ! BETWEEN. PER F�FIL PER E)W/WREN GLUE COMPOOUND BETWEEN. I \ yv� FACE 2;1 LAYER S __._ • _ .�....,------ I`�'r�l A �'' _ LEAVE'A"AT TOP Q BOTTOM OF PANELS Q CAULK WITH I I.I WAITIIJCT__ 5 AR�.d'4 , 'il SEE pETAI LS AGdJeTIG CAULK. 1 A - C I I I t,"K A.12 at• STAGGER JOINTS OF GWB 91 qn a,..11 n n u n - 3O OWN BYTE 2 X&SOUND WALL(o PLUMBING WI ➢F-5 1 2 to-O 4 d _- 2 x 6'S FACE 1:OC WITH R19 BATT INSULATION. �-k W � FACE I: 2 LAYERS 5/S"GWB WITH GREEN GLUE BETWEEN. ( , ADA ' )p ' _ _ FACE 2: 2 LAYERS 5/8"GWB WITH GREEN GLUE BETWEEN. - j2% QRINKIWCr. I - I LEAVE A"AT TOP$BOTTOM O:PANELS i CAULK WITH NA9 .. '_ _ ....,. ACOUSTIC CAULK.+M4 4MAINSTAGGER JdNt9 OF GWB.LOBBcEp .aHP4WAALLtVAC - Cc TOILET#5 BOUND WALL' 0 7 CLIP IC T _ 2 X 6FAGE�'1,C WITH LAYER5I83GWB7 INSULATION. i I j 1C' I CLINIC#4 A�S �- HAu- % A9 �B 1 _+_ ` �4 F GE 2 LAYER 5/8"GWB. r- {P rvE/."AT TOP B BOTTOM OF PANELS Y CAULK WITH l05 2 occ, 6 Flo].." 'l y H AA MAIO 1 Recan 101.1 C GN C R@T6 ACOUSTIC CAULK. L p1APE R� Ei 1T "mDoW Bog( I 0 --�(n STArIotJ �,.' Tf:R 5 TOILET•4 BOUND ALL J �� rF- h Pf'RTI/�f.••, -gE QSNTA-12 2 X 6'S A 24"OC WITH R-13 BATT INSULATION. I I I ._.. FLDOR AB.7VE - - — FACE 1:I LAYER 5/5"GWB. !I TOILET6 .__,,- FACE 2_ I LAYER 518"GWB OVER I LAYER OF Tllb"djB(NAIL w L PER SHEAR WALL TABLE)W/GREEN GLUE COMPOUND BETWEEN. �W Z LEAVE'A"AT TOP i BOTTOM OF PANELS i CAULK WITH O N 1 II 1 `Ii 1 n • II �' 1 I I it ' , jj1 ACOUSTIC CAULK. M m �'S - 1 2-I 4- ' ,i f11 41_S' 14A Q I ' _ 3-I A9 , 13 L.cICKEskS J`CRID6E' 'N ''-2x6'skrLT. SUD114 PCIORl A�' th Q'n L f _ rn m Df5L.STUD EPT ION souND HALL LAv. ! MALL A9 I 1���1�1����� 1 I $ .. I {tom I �i �f"��rE. I ® QW. N N I l4' 12o t OCC. 45 I _----� 5I D6 �. �. I -- -- _ o, SLOPED. 11 ©Cc. - FJ IT-R•, I `m o cUt e,LEs �( uo - 12EGEPt ioN (z I N cE�LaNc+ Lo6�i sLoP I V m `,TuB SHOW A8 ILI :WG VAUL GLf�. nia f f N¢ IwEoF IocG.t13 m -_I+ \hoIL2(dl, REc,_: (MR .Q 1 ABovE LIGrtHT - o f 1 15 -A$ I6 PE'kiE'. EC,aIZp ,- 1 _ ..1 13 I i 0) _. IDFFIGE 1 1. { I I I t I'. 16.,4 E I'.-10 I - i I i4 I _ _In I N 1; LI� LOG:KE I -Pa(r' II ( f II UP. I I I 1 / N N - ,q'1 IIO t. W I '' P l t i I 1 U 1 cJ % �'T -_ m In "I -1-4 1 I ttd" _>�j„I. 8 tiI-� 10-11 j I N \1 �n UGEILINc�MOUNT =Qi 9 PRIVAG• CUkTAIOW4K CPA5tkE13, ' J IFj Sl'AFF N f FALL. "r N BtlI5UITE#1 PLLOC(At3dtE A I I 9 Rool 1 IJ i yy- T -- DASHED 4 Ilq �bec. F e A$ DR(ER WASH"> P{'I d r: L. 0< N 142 3 OGC. ao .. Vic � J. _ -- I- MEDICAL (/�,q►�� V.T.O, o LP , 14 Cq C w rn A8 CLDS15T� n `tOILET 3a- _ A8 I `SINk Y LL 2 occ, ( I ( ,\ l .J . 1 ++ ao fl s15 IN NORKRQOM 01 3 di DRAN ��-'f I I - 19 I.I I 118 APelt=V I Occ, 116 1 t 0 k a*2 IJ i I `r \ --- � �U w a y I i�i 31 5 TkT°N I 000 R TRACK-,` 115 I t l -._ a� b n ea rn 3 MOPSIttIC I BRb 1 rLAeoa a L I - CLIENT , VERIFY I. ' �� i 1 _ w ce' O -- - C L04 E'T�- DUCT .__ f tz, N - ---- - --- --- � 'R 5 �• -- cI-W5E rN/ F � (��� I � w1� kR. I �coNc. co \. ��\' -- � �� I m I ! t . . - ML.STUO \u,/ "- I MEGiy. _,_,_ µU, L �., •, c j SoUWD KL4LL i A I V w 0- � N� 5-a_ , y - - / \ �1 FbRTYOA,'�v+AOEp C Z UTILI>� -t �-- 126 BIIZTti SUITEHALL C =� _ U O w -0 FEhIGE LA&�Z 1 II A9 3'_5' I I I / '� Q Z Z REcSPTIo a 2', c ' a LFY OR I y O m N EIJGLOSUl2C I I occ. 1 4a --r-- REFR' � >IO > - 12'O 123 5,6 i • a x ,AEI . l31 _ 1 ` d ._ tl HoSPITALCt - 1 GoRNER r T---ra.-j `�$/ W G� vl'G- _ 21 _ 2 ajIAIR N --- -._ _ - a O z O 21 $ LLCOVII LINE of A9 3 125 N �/21�` . w N D N VAULTED - 3 I t - �I SINK. - - 19 A9 4 2 0 _ O GEILIN '> _ 'T'OILET j "IbI Ler MEDICA{_, -- ? E 5PEC4ltL GELNE.K pikT-i GEiJT.ii n gm ~ (0 '• I C DASHED)` 1 - -:N - IC.AL ., 2 x #3 cLor-FT R&5' N H _ y +� GLpSET I - _- _ OF MAN FH. fL LEVEL APPROX '2129 r _ _ C CLIENT GILY.aET W YEo POKTIA`U .-. O N p A I C E i 4 CLIENT / I I28 12q �f.I ' �` :<�.. , .� . TL••MECHAIJICAL Ra?M ITS LOCATED ON UPPERLEVE'L. � N 'I _ SURVp. I ff�� , �_� -�sltDlu POOR V- (y0 I N I ISI R�IRSti LOUI4CC I SDLIIP , II c C R4s w -7 v 7f�4CKGjDASHBD) 0 _ N 3 T N 1' V JjAcwN I ' �deL.Srvo �- GEILIN MOUNT 1 U o Z 2¢ 3occ. 50UND SLIpINCt POOR PNvAG GUK7AI)J O i WALL >RACK I Alb uK '{5) ¢. TRACK (PAS D) n cc BIF�TH SUITES2 I !3 23 / I� Afj BIRTH Sl1fTE#3 4 �- O w J ® 121 q oec. 0 O l 4 I I q oec. T ((� ♦ U) TRVA YCNCt U TIN i 'Sii' l�YKIIaWER I 1 ``,,� EAU LE STUD SOUtND -� = U b �_ TUt3. hW .I , T IN t UDS - -' - �'AL ER A E �4 5f - �- II - �� at iv,o,c. W/I°AIWACE SEE NOTE O OUR�3LE3g c Gov=RED TEKtRAGETE�2RACE r µ�SttoAP.Ri I/ 3 O PLANTING / „ppgA_ I 'TUB,rLAIJ I SEE LAnDSCAFE GONGIR£TE)' N DgnwN CHECKED i3i I I I� II_�II '21_0� DATE /.�ppGfooW��CXJD _ - IaSCALE rDe7 It,i.A�T JOB NO. • - .. I ""-._- SHEET 1 0 3' ! . �' �� _- MAIN LEVEL r-LOOK PLAN A� OF SHEETS SIEMENS REVISIONS BY I-"I-IS CArI I 8�31,1q N CAW I ' o q Ells� FF F , ©ar �eiFT {I i �f - HEAUK�oN1 g+ 52°kEADf�NITT R t�PI2h/AtEOFrICc I 4 i : N To1LtT M LOFT M �� I I MAXIMUM Hnw MAXIMUM o0 4G 1 : '- pIStANCE 3'"61 \ i i _ (RovcFr+PLUMB aNtY� Merl t I DAI ' eE A RTWL I . l SIWKf i DW , _ RANI Ge RFFR. Vj r 6ELOV.1 NTrsY, 14 n LLI Z LAY` �r_ cN�l @ sI5I+P°LEF f i^i L I I�!�'I' I' i UPFE LEFT LEVEL J Z _ GTK2:55 5r_-+rAATIG IL U 3m ��Eot! IOFTr:374 - - --'A-F.A { r... __- -- r SHOW R hfii:.r+ N ' 117c i; TT UQ ' I l-D, SHELF EEP SiELP SkYIL I ,11 0 /♦J t 1 .: _r ,.G sHE.F 7 / WB LOFT ' _ci Iw' r nla rA;o j - III i I BBBBI _ r� --+ +0) w � h j �p+F�C'i tfWT ATrI AtGfitE55' i1 I I ,tT{ 'Nl nil.... FE B W III ' FE I C*) C O> I II 1 I �I II u ( l I _. � Z 0''I 1 3' ' '�4" 24" �- rn rr - — ' j� -'O.. - __ ._.. ____. ►1-1 C "(3 C K t (r �TOI�E,r -Not2rrt /�CoiLEr � __West — — Z w > O a > a i Y I J p L , II _ it 111 j _ I�I � � cr0 -'� 0, (n H L f — 1 r - = N v ~ T "� m N � N Q wLO r ' I j III II II U o 3 Z y I - w c Z !l 1 I o cc SFbWER _ 41'� LLI rrl �- 1 ` - _ � . -- -------- _13 3 +I I ',— — — —.--il 1, 2 F � I dce No � m _—, — ,-,;_ _- ---- �- r. " ' Uf?p)✓P\ L��T LEVEL.. Q �LrOPiZ I ��fV _.-. EMEET 8 F A � 0 -. -. OF SHEETS DOOR SCHEDULE-ALL DOORS 6 FRAMES STAINED WOOD,U.N.O. �{�„�{��.-ALL INTERIOR FINISHES HALL COMPLY WITH IBC CHAPTER 8_ REVISIONS By L,4 WINDOW BGEiEDULE= SILL GLAZING DOOR DOOR DOOR A22NG MARK TYPE DpGItlPTION R.O. \ HEIGHT TYPE NO TYPE WIDTH HEIGHT TYPE HARDWARE COMMENTS ROOM ROOM NORTH EAST SOUTH WEBt COILING CEILRJG 8'31-19 cAN 101A C EXTERIOR TRIPLE-SINGLE HUNG T-6" 5'-0' 2'-0" GL-3 IOOA A 5'-1" a,-0" GL-2 I 1 3/4"DOOR PT-2 NO. NAME FLOOR BASE WALL WALL WALL WALL WEIGHT FINISH IO2A B 3'-0" 6'-8" NA 2 ENTRANOE 8 9 Ft 1 103A B 3'-0' 6'-8" NA 2 100 MAIN LOBBY HB WB PT-1 PT-I Pt-5 PT-I SLOPED GWB PT-I GL-3 0.5 FT 6 laic A EXTERIOR-SINGLE HUNG 2'-6' 5-0" 1-0 101G A EXTERIOR-SINGLE HUNG 2'-b" 104A B 3'-0" 6'-8" NA 2 WAITING AREA FURRED 5'-0" 2'-8" GL-3 102A B EXTERIOR DOUBLE-SINGLE HUNG 5'-W 5'-0" 2'-0" GL-3 IB5A B s'-0, b'-8" NA 2 101 A MAIN LOBBY WS WB PT-I Pt-1 PT-1 PT-I AREA GWB PT-I 106A El 3,-0,0" b'-8" NA 4 102 OwMC%1 NAHS RB PT-2 PT-2 PT-2 PT-2 9 FT GWB PT-2 103A IS EXTERIOR DOUBLE-SINGLE HUNG 5'-0" 5'-0" 2'-8" GL-3 104A A EXTERIOR-SINGLE HUNG 2'-6" 5'-0' 2'-6" GL-3 1068 B 3'-0" 6'-6' NA 4 103 CLINIC%2 NAHS RB PT-2 PT-2 PT-2 PT-2 9 FT GWB PT-2 161A B 3'-0" 6'-8" NA 3 1045 B EXTERIOR DOUBLE-SINGLE5 HUNG '-0" W-0" 2'-0' GL-3 108A B 3'-0" b'-8" NA 4 104 GLINCI%3 NAHe RB PT-2 Pi-1 Pt-2 Pi-2 9 Ft GWB Pi-2 105A E EXTERIOR-FIXED 2'-6" 4'-W 2'-0" GL-3 1104, B 3'-0" 6'-8" NA 3 ISO CUNIC%4 NANO Re 1-T-2 PT-2 Pi-2 PT-I 9 FT GWB PT-2 1050 A EXTERIOR-SINGLE HUNG 2'-6' W-W 2'-0" GL-3 1108 8 3'-0" b'-8" NA 3 10 TOILET%6 NAHS RE PT-3 PT-4 PT-4 PT-4 9 FT GWB PT-3 111A V SKYLIGHT 2'-0" 6'-0" NA GL-4 112A C 3'-0" b'-8" GL-1 1 101 CIJNIO HALL NS WB PT-I PT-I PT-I PT-1 9 FT GWB PT-I 11 112A N EXTERIOR-SINGLE HUNG 2'-6" 4'-6" 3'-2" 25 D 3'-0' 6'-8" GL-1 3 SLIDING BARN DOOR GL-3 113A o 3'-0" 0'-0" GL-2 1 1 3/4'DOOR PT-2 108 TOILET x4 NAHB RE PT-3 PT-3 PT-3 PT-3 9 Ft GWB PT-3 1125 U INTERIOR-FIXED CLERESTORY 3'-0' 2'-0" 9'-0" GL-5 _ 114A G 3'-0" 6'-8" GL-1 I HIPAA 113A V SKYLIGHT 2'-0" 4'-0" NA GL-4 I ' W I3 -t H E ND - _ n 4B B 3'-0" 6'-a' NA 3 105 RECEPTION HS WB NA PT-I PT-5 PT-I 9 FT GWB PT-1 114A W EXTERIOR DOUBLE-SINGLE HUNG 5'-0" 4'-0" 3'-0" GL-3 4 J�M Q 115A B 3'-0" 6'-a" NA 3 OPPOSE I15B B 2'-b" b'- ' NA 3 MEDICALL IIB RECORDS H9 RB PT-I PT-I PT-I PT-I 9 FT GWD PT-I I14B W EXTERIOR DOUBLE-SINGLE HUNG 5'-0" 4'-0" $-0" GL"3 I X Q 5TpP 4� � II6A B 9'-0" b'-8" NA 3 MAIN 9 Ft, GWD Pi-I, H EAR!I TAM is 1165 B 3'-0" 6'-a' NA 1 SLIDING BARN DOUR ill RECEPTION HS WE PT-I PT-1 PT-I PT-1 SLOPED PT-2 SKYLT. 114G P EXTERIOR TRIPLE-FIXED i'-6" I'-0" 3'-8" GL-3 � 122A A EXTERIOR-SINGLE HUNG 2'-6' 5'-0" 2'-8" GL-b IN$ULa1ED -^-' IIBA B 3'-0" 6'-8" NA 4 VARIES, i VMfkl `(INyTALLATIAN,� OL.AOS UNIT 119A B 9'-0' 6'-8" NA 9 II2 OFFICE%I H8 RE PT-I Pi-I PT-I PT-I SLOPED GWB PT-1 <a{ 1228 G EXTERIOR TRIPLE-91NGLE HUNG 1'-b" 5'-0° 2'-8" GL-3 �i 124A G EXTERIOR TRIPLE-SINGLE HUNG 1'-6" 5'-0" 2'-8" GL-3 MAINTOJAWCE M.6E55 121A B 9'•0" 6'-8" NA II LODE ENTRY 119 LOBBY HB WB PT-2 Pi-2 PT-7 PT-1 SLOPED GWB PT-I GLBAmw 22A B 3'-0" 6'-8" NA 2 GC-G NAHS RB PT-2 - - PT-2 GW PT-7 8' _ - _ 114 STAFF ROOM PT 2 Pt 2 9 FT B GL 3 .— — <k" - 0" 2' 8"11 o CEAL _ 1248 A EXTERIOR SINGLE HUNG 2' b' 6' r ---r C N y 122E B I 10 b-8" NA 6 P-4 _ � 124C D EXTERIOR-FIXED 5'-0" 5'-0" 2'-13 GL-3 I I HOGp WDC:�2 SILL'��. _ BHHIND 'd 122C B 2'-b" 6'-8" NA 6 MOR 8 Pt a e M ITS WORKROOM:2 NA RE PT-3 PT-9 MOP MOP 9 PT GWB PT-3 1240 A EXTERIOR-SINGLE HUNG 2'-6" 5'-0" 2'-0" GL-3 —_ "5ADER 1 X,O _ 122D B 2'-4" b'-8" NA 8 II6 WORKROOM xI NAHB RE, PT-3 Pi-3 PT-3 Pt-4 9 FT GWB Pt-3 y Q" 121A A EXTERIOR-SINGLE HUNG 2'-6" 5'-0" 2'-0" GL-3 _--'= — 1 APR � 123A E 2'-6" 6'-8' GL-1 IB DUTCH }, ERi FA46 II/_II �/21 Ili ALCOVE NAHB RE pi-2 pi-2 p7-2 PT-2 VARIES GWB PT-2 — pQ /Y 1238 F 5'-0" 4'-0" NA II ROLL-TIP 1215 K EXT.DOUBLE-FIXED,SINGLE HUNG T-b" 5'-0" 2'-8" GL-3 J 124A " G 3'-0" 8'-0" GL-2 I 13/4"DOOR PT-2 Ile TOILET%5 NAHS RB P7-3 PT-3 PT-3 PT-3 5 FT awe PT-3 121G R EXTERIOR-SLIDER 5'-0" 2'-0" 5'-B" GL-3 2's 121A B 3'-0" 6'-8" NA 2 119 REAR HALL HL WB PT-1 PT-I PT-I PT-I 9 PT GWD PT-1 E 130A 5 EXTERIOR-SLIDER 5'-0' 2'-W 5'-8" GL-3 "1`- l - R -! 121E D 2'-6" b'-8" NA 6 120 LOCKER AREA HL WB Pt-1 PT-I PT-I PT-I %FT GWB PT-1 J 0 130E L EXT.DOUBLE-SINGLE HUNG,FIXED 1'-6' 5'-W 2'-0' GL-3 FIELD VERIFY i ITEU I;IO� ( 121C B 2'-4" 6'-8" NA a 121 TOILET xl NAHS RB PT-3 PT-3 PT-3 PT-3 9 FT GWB PT-3 v, 1 a 'V't� 4 � ' I.� 128A B 3'-0" 6'-8" NA 9 SLIDING BARN DOOR GWB PT-2, 1300 A EXTERIOR-SINGLE HUNG 2'-b" 5'-W 2'-8" GL-3 - - VEkIP1' 29A B 3'-0" 6'-B" NA 9 SLICING BARN DOOR WE,TILE P PT-2, Pt-2, Pi- PT-2, PT-3 P W 1300 R EXTERIOR-SLIDER 5'-W 2'-B" 5'-8" GL-3 RECC.ppr, G-r LA 55.. U kJ I."I" 130A B 3'-0" 6'-8" NA 2 122 BIRTH SUITE%1 NAHB TUBIONOWER P7-6 6 PT-2 PT-6 9 Ft TUB/SHOWER Z t CoVN'fER HT. I... -- 131A O EXTERIOR-81NGLE HUNG 21-6" 5'-6" 2' 6" GL-2 _..T.. T i 11 �1��•'c I I-Q" 130B B 2'-6" 6'-8" NA 6 123 RECEPTION HS WB PT-1 PT-I Pi-I PT-I 9 FT GWD PT-I N 202A T INTERIOR-FIXED 6'-0" I'-b" 5'-6" GL-6 .JIr����_ I30C B 2'-4" 6'-8" NA 8 FAMILY BIRTH — 6 - '1 124 LOUNGE HB WB PT-I PT-I PT-I PT-I 9 FT GWD PT'I T 131A C V_b" 8'-0" GL-2 1 1 3/4"DOOR PT-2 LOUNGE TAUtY 203A F EXTERIOR-FIXED 2'-6" 2'-0" 4'-2" GL-3 202A C 3,-0" &'-a" GL-1 I ¢ 'a 125 CORNER HL WD NA PT-2 PT-2 PT-2 9 FT GWB PT-I - 2038 F EXTERIOR-FIXED 1'-b" 2'-0" 4'-2" GL-3 RO L•V P W/__ SOLID PM1EL 2028 G 3'-0" 6'-8° NA NA BI-FOLD WOOp 6Nc'f5 �I•FOLp ERTN SUITE m 203C J EXTERIOR TRIPLE-SINGLE HUNG T-6' 4'-W 2'-2" GL-3 205A B 3'-0' b'-8" NA 4 126 HALL NS WB Pt-I PT-1 PT-I PT-1 9 F7 GWB PT-I n/ 203D F EXTERIOR-FIXED 2'-6" 2'-0" 4'-2" GL-3 206A B 3'-0" 6'-$' NA 3 INSUL.1 3/4'METAL DOOR GWB PT-2, li- o O O 203E F EXTERIOR-FIXED 1'-6' 2'-0" 4'-2" GL-3 —901A B 3'-0" 6'-8" NA 3 INSUL 1 3/4'METAL DOOR WB,TILE a P7-2, PT-PT-2, PT-3 A 1 �( "- ""—'- -- - --- 121 DIRTH SUITE%2 NAHB TUDISHOWER Pt-2 6 PT-6 PT-2 9 FT TUB/SHOLUER s s 203F C EXTERIOR DOUBLE-SINGLE HUNG 5'-B" 5'-0" 2'-2" GL-3 14AROWARE"To 128 TOILET x2 NAHB RB PT-3 PT-3 PT-3 PT-3 9 FT GWD PT-3 203G C EXTERIOR DOUBLE-SINGLE 14UNG 5'-0" 5'-0" 2'-2" GL-3 _ SET I ENTRANCE LOCK SET 1 WORKROOM BARN DOOR 129 TOILET a3 NAHB RB Pi-3 PT-3 PT-3 PT-3 9 Ft GWB Pt-3 203H F EXTERIOR-FIXED 2'-6" 2'-0' 4'-2" GL-3 -' _: wB OLE p PT-2, Pt-2, PT- 0 203J F EXTERIOR-FIXED 2'-6" 2'-0" 4'-2' GL-3 DESCRIPTION DESCRIPTION T 3 -- p - -- ENTRANCE LOCKSET LATCH ONLY130 DIRTH BUTTE%3 NAHS TUB/OHdUER P1-1 PT-2 PT-6 Pi-6 9 Ft TUBIBHGWER203K J EXTERIOR TRIPLE-SINGLE HUNG 1'-6" 4'-0" 2'-2' GL-3 ; 131 LABOR ENTRY HS WB PT-I PT-I PT-1 PT-1 9 FT GWB PT-I n . H SET 2 CLINIC/BIRTH SUITE SET a CLIENT CLOSET 200 LOFTSTAIR CPT WD PT-I PT-I PT-I PT-I SLOPED GWB PT-I209E F EXTERIOR-FIXED 2'-6" 2'-0" 4'-2' GL-3 LOFT LANDING H0 WB PT 1 Pt 1 Pt 1 PT I SLOPED GWB PT-IDESCRIPTION DESCRIPTION 201 203M F EXTERIOR-FIXED 2'-b" 2'-0" 4'-2" GL-3 - n 201 MECHANICAL N8u8 vB PT4 PT-2 PT-2 Pt-2 ELOPED GWB PT-2201A J EXTERIOR TRIPLE-SINGLE HUNG T-6" 4'-0" 2'-8" GL-9 7 CD OFFGE LOCKSET PA99AGE SET P7-3, t��IFISUINDOW NOTES , ; PRIVACY LOCK CODE SECURITY LOCK PT-4 0NSKYLIGHTS AWMINUM WITH THERMAL BREAK 19 a OCCUPANCY INDICATOR KEY OVERRIDE 203 TdLET%T NAHB VD PT-3 PT-3 we PT-4 SLOPED GWD PT-I Z v�} LOFT ENTRT^� 204 WALL HB WD NA PT-1 PT-I Pi-I ELOPED GWB PT-I F t)CAULK PERIMETER EDGES OF INTERIOR FIXED INSULATED UNIT FOR SOUND CONTROL J?'— SET 3 OFFICE SET 8 TOILET BARN DOOR Pt-I, � L U) M EQ 3G" A5 /�+° T ry'-p' 2-6" DESCRIPTION DESCRIPTION Pi-2 P w W GLAZING TYrES-SEE WINDOW&DOOR SCHEDULES FOR LOCATIONS .��.�, 2e5 LOFT OFFICE HL we PT-1 PT-1 K1TDH. Pt-1 SLOPED GWB PT-I 'YPE DESORPTION LOCATIONG}1EA. 'BCFiBP.T ' EMERGENCY RELEASE N W L pI OFFICE LOCKSET PRIVACY W/TWUMB-TURN In TYPICAL GLAZING UNLESS NOTED A 3�4 LITE W�91REL1TE$' PAWEL G 3I4 LI?L 'UTE Pf)NEL OD(� a at.-I CLEAR FLOAT GLASS OTHERWISE E W TOP 80 4 PUBLIC TOILET ROOM SET 10 RECEPTION DUTCH DR. IJ EMEND FLOORING UNDERNEATH ALL OPEN COUNTERTOP WORK LIIRFACEe. L � Q 2.I ALL FLOORING TILE i0 BE CENTERED IN ROOM,LINO. T _.... --- DESCRIPTION DESCRIPTION __ — —_- —.—_.. _.__ _._ -__ Q C C TEMPERED SAFETY GLASS EXTERIOR DOOR LITEb ��•i��r--T�hhp I f "L-2 .40 HGG INSULATING UNITS 0.30 U VALUE, EXTERIOR GLAZING ADJACENT t0 -✓U/y� L_EC�EN D PASSAGE OFFICE LOCKOO ROOM I�INIBN LEGEND I 0) INTERIOR SURFACE:CLEAR GLASS DOORS 4J'!L'rP`I .. PRIVACY LOCK 9LIDEBOLi DOOR TO DOOR C m C EXTERIOR SURFACE:LOW E I i' EMERGENCY RELEASE SUDESOLT DOOR TO JAMB �� 0 INSULATING UNIT:0.30 U VALUE, _!� _ __ _- OCCUPANCY INDICATOR PT-I BENJAMIN MOORE ULTRA SPEC 500 LATEX LOW SHEEN N531 p)��♦ W Q` �5L-3 40 SHGC EXTERIOR WINDOWS _1' Q F• PT-2 15MAMIN MOORE ULTRA OPEC 500 LATEX EGGSWEWSATIN N538 �/ := V z W INTERIOR SURFACE:CLEAR GLASS IL_..,.,,•,11,,,__II N - N '. _ P• -�L SET 8 OFFICE BARN DOOR SET II RECEPTION ROLL-UP {� Q +� Z Z EXTERIOR SURFACE:LOW E `-'—"'}—�` DESCRIPTION DESCRIPTION PT-3 BENJAMIN MOORE EGGSHELLILOW LUSTER EPDXY SYSTEM Lu Q LAMINATED 9AFEtY GLA99 — J = I i * 3 ro' = ADA LATCH BOLT W/ THUMBTURN DEADBOLT PT-4 LAMINATE WAINBGOATING WITH PT-3 ABOVE INSULATING UNIT 0.80 U VALUE, °,� 4'.'__. � KEYED CYLINDER LOCK MANUAL OPERATION PT-5 LATEX EGGSHEWSATIN ON BEADED BOARD WAINSOOATING Q L �. p .35 SHGC T T I iL4 INTERIOR SURFACE:CLEAR GLASS SKYLIGHTS 12'AFF 1 J ' an CoZ L 10 N PT-6 TILE 0 TUB/SHOWER W/PT-3 ABOVE 'p EXTERIOR SURFACE:LOW E N SET 6 LINEN 2 MEDICAL CL05ET SET 12 BIRTH SUITE TOILET LU C 3 OD COMWSEPLY WITH HAZE FACTOR PER I N —,- DESCRIPTION DESCRIPTION WB WOOD BASE L O r ___sL�D�rZ �i.p,E_yp� �I>s, p' 1F�EE OK PASSAGE SET PASSAGE vB VINYL BASE m y F LOFT ENTRY HALL,OFFICE%I `�iL-5 INTERIOR INL9ULATED SOUND UNIT CLERESTORY P SLIDING BARN DOOR INSUL,UNIT INGUL,UW lj - SECURITY LOCK. - PRIVACT_LOGK GWB GYPSUM WALL BOARD N N I ' TEMPERED SAFETY GLASS DOOR WARDWAi E NOTE& HS WARD SURFACE-SWEDIH RNIH HARDWOOD,SEALED CONCRETE,SEALED TILE,VINYL TILE N I N INSULATING UNIT:0.30 U VALUE,.40 NAHS NON-ABSORBENT,HARD,SURFACE-TILE,VINYL TILE,SEALED CONCRETE W L SHGC TUB AREA OBSCURE AT BOTTOM --� 1) BUTT HINGES 4 I/2'X 1314"UP TO 36'WIDE,5"FOR LARGER DOORS. +- IiL-6 INTERIOR SURFACEm HEAVILY GLASS ONLY 1 Q F ALL EXTERIOR DOORS SMALL HAVE NON-REMOVABLE PINS,WHEN DOORS OBSCURED-RAINDROF;. I' W CPT CARPET co" Z U EXTERIOR SURFACES LOW E W Etp _E4, EQ, EXCEED 60"IN WEIGHT,PROVIDE ADDITIONAL HINGES FOR EACH F RQ �Q Jr, —'I'91 Gu"{` M ADDITIONAL 30"IN HEIGHT OR FRACTION TWERECF IN ACCORDANCE W/IBC. PT PAINT = J TEMPERED SAFETY GLASS ' 'J C( "�' 0• N 1- S!� U <iL-1 INSULATING UNIT INTERIOR DOOR UTE5 N W F W 1p 2) GRADE I ENTRY Q INTERIOR LOCKBETS WITH INTERCHANGEABLE W 'mod„ CLEAR GLASS CYLINDER LOCKS. PROVIDE 2 KEYS PER LOCK MARKED"DO NOT ♦ CA DUPLICATE". CONTRACTOR TO COORDINATE KEYING CONFERENCE PRIOR D TO INSTALLATION OF CYLINDERS. INSTALL CONSTRUCTION CYLINDERS FOR _ 2 1 �'•� 2'-�'. �Y 2'"(s��, a0 USE DURING CONSTRUCTION, MOUNT DOOR HARDWARE NOT LESS THAN 34" W AND NOT MORE THAN 48"ABOVE FINISHED FLOOR IN ACCORDANCE WITH/IBC 'T L m -N CHAPTER 10. EXIT DOORS TO Bh OPERABLE FROM INSIDE WITHOUT USE OF �4 V KEY OR ANY SPECIAL KNOWLEDGE OR EFFORT. AE?U�L� sIWCTLE FIXED f NED TKIPLE �- 6�r1•r+UIJG�-I�IKED I`� HL)KI l�rkrcH p z � 4) HEAD HT. 3) WEATHERSTRIP i THRESHOLD:PEMKO,COLOR TO MATCH PAINTED C EXTERIOR TRIM.PROVIDE PERIMETER SOUND SEAL i ACOUSTIC DOOR 3 SWEEP AT BIRTH SUITE ENTRY DOORS PER OWNER REQUIREMENTS. 0 4) VERIFY SLIDING BARN DOOR OPENING DIMENSIONS WITH HARDWARE INSTALLATION REQUIREMENTS. DRAWN DHEDU ED 10, DArIS E IJ• 2-4-18 . 1 1 W N 1 �' 2'-�" � "r — 1 1 aLv" �,. E4, 1 1... N LEI I o0 I A Q) -v• yVsL ER_ �_€O I.. EG-7 _N 4''•e> acALe � a $ 1 N jDe ND. __ N "Illy. „� _. ..`3�TL•HVNC�. D6L. sGgL,ItV�Ifq C ?RIFLE S4L,HUNf� p �Ix�p E FIxED F�x�D SGL.F#U1J CT -( DbLE.SOtL.HUIJC J 11kIPLE S*L,�IUFJ 9MEET g IN I N DOW LEC�EN D P►x�p-aeL HUNGrt A7 OF BMEET9 REVISIONS BY 9'2ro 19 CAM KIALL 4� -_ -- --- --_ 1 L16Ht VALA E. - : �1 Ip�_ - kSPuaSH qq w t4---r�1,w LL w --- -- In LL a OPEN SMELP LL 1 --- - /..k� 6"DEEP P" LED S'f(11P [IR / \ ri •�I. N � IL v re dam, O M u' L�16Ht' VALANGEINP'' GLP IG D sT . ....LED ST W C' VAt-MANGE •. CkSPLA£F'i 'I ELF _ - F�ACKSP -y jA -- A-- P w P RooMS B _ —_ NL t -- R DANLL�. . - ------I. � N oPme0 r - -------.._..(. oPEN L'. _ ll DWG _-511" I-VI oPEN B I I ./ _ $_. I,dLLII 1 II I I 11 1 11 II I II II i II I 1 5 (o _ _ 2 G �•e 15 7 I 36 I S 2 3u" 24 ' I� 30 II f8 24 21' 24' 24' 21' .. _ —.._...-__.. .._..... .... ..____.._.— —.__. .. ....._._ ...— _. fl_i'y' __.-____ L_____ 111 �I' -f- 8-o TTT 21 3 �11 Iq''-I' •ly. � 3-93/4 9-II Q 5'TAFF POC±M WoR?++ .. _.... Q.57�t F ROOM--ES T - --.._..-------------.---- . _..._ �57f+�FF�20GN1 -V�E. T. L�\CLINIC I CLINIC 3 ;GLIL�IG#a} n ' ; ' 24` 24a GLINIG�'2 I�vEIisED� - h� _I_.a a 2-g•I WALL 15"DEEP 4--� DO n (n 15 DEEP OPEN / I vrzl. G, AUGE OPEN SHELF - -- I-' -Y � Or8�RA71 � -"• n L_�, HELP VALALJCE 12 DEEP tt - �'f LHD w ,,U. FE. �--I BAc:KSP rE rt �., u i 1 a z 5T)NP LTS, LL LL �I _ =--- - bnPEP•P. 2'DEEP t _ WAlIJ5Co7 -FOI-DIQO KSPLAS _. _ bH-9 . - - sU L6D ? LED ST I n 6ACKSPUSH _ ._. ..._ .. .. .. ._.- .. ... ip- E5 couNTER � P = 6Ack5pLALED � m I pl ... COUtJT>✓R r" -,n LED o:a 1n SPLASH �I - 5TRF, IS DEEPWhULDVfER WASHER LAUN pACJe5 5�1 - -- RAWER IE. ^- oF�belowREFER. NkELOW Q a c t-o LL LL a _ i r -__ STOP f6 w LL -._ ....... 3 n I " / " 3p" 30" I2" 21° 5i1 a4'I 33'I 323�n n _ ; I_ u __ '� 'f- I - o I n 41}_ 1"1 /4 2 24' 24 21 I t •4-II -- _ _ -} 1 -k - n - 5 4 0_ 14.e - - R,, -l-- -�-, 'yyr`-� �- -..... '!-5..�9'_.. .. -'--'----'--� �_I�—_ _ � 4_ /� WAINScaTINq -'r V.EN r Wop.,,pocvt i o,i,- s vun-t Q op ie Rca i #.1...-.WG'-ST: .. _ n9 .. WOf2k.RPoM I -hIU�T H to WvRkI�aH*2-QOFRTH 11 WoRK.l_oO SAS 1�2 ybRkRM#2-soyTH Ay WoR,,Km*2-WES? w m 15�Iq - v IIJTBRIo�Z ELEUA'fIDN5 Z ♦ � w N NcJfE; v SEE St T, A-9 FDR c� C rn C7 _..t_ L-1 --t T O 6 DISPENSER IJIMENS,oNs, C��N 2n D amQ � . _._ LLRf{CE55ED f�Ec� ED PEEP 9HE p a N y A "` �SOAKI Gi ----I-•-- ._. .... ,_ .. _-D_.�L' D.TE ST�SLE L ~TU6 12'bEEP — V O�CES36p LU - 12' q'all_ UB IL _ ' 12'�7 18°DEEP Q OO Z 71 L � r I tF u u 71�n -- W a C6 Z co G o'I fal_ou 4-0 42" 81 3a' 41 , n 8'-O'I � 3T 0 c� I }. V "Uk1� �LII�IEN Q = O I � - �- _-f_- ------------ -'------ SIMILAR N IRT<-i.SUITES I -NoRT+t 0 (�ilFCTlt suiTE#.I-WEST �.�1RTH SUITt=�►I -eA5T 0 o ign-1 SUITE a3:WEST k iaiprH SUITE�3-sou,-H ®�P.MED!cAL, Q m N N CLOSET — W LO O _ n T � U � KvIF( TRAck GL.EAryAIJGE ..... —._.._.___. p oPEI4k7k7N - W�Ii�IN T5, ?— �I�-^ .. w t LLF..,� LED F"E N LL �. 111 w,-Ir : SHEL--1 — d ` 148"hPP � .�- .- f VALAN n `� c 6'sHELF I { 6 51"i'EL 6 SHCLF' 3 _... „i _:-... DRAWN I ' 3 i CHECKED -1 GATE ®GALE Qi '(p;I.ET 2.No�tTH. ®ToILEr 2-EAST ® IRTH SVTTE#2 F.AS? ®toILET'#2-5oUri ®5IR_Tt4 SUITE"*2-�DUTH SIR?H SUiTr: 2 Not2tFt JOE No, TOILET41 43 SIMILAR TOILET#14 SIMILAR I5IR:r,-t 9VIT'E#3 611✓IILARAt5INK TOILET #143 51MILAK iwkrH5VITEji3 SIMIL.AP: E FIEET 8 OF •MEETS iUMBiON8 ElV f--7•IP> CAN I 031.11 Cq}{ I —� FOLD R - pIAPE DVWAI TATIoN DIAPER, I _ C - INeULK-Te -' I V' IS Q JS VU WP - 5'-II'/a° K lo'h 1'-4'/z" TL6fa_ -- -5/2 L '---�6 ----- -� N` G-5/2I� /� �f— //' fo{LET4-NORTH Q IoIL�T4- EAST �TDILeT�4 aOL1T}-I L, 1'b{LEr�'4 HEST r ?DICEY#5 NDKTH _A COILETS EAS"f 3� To1LE1" 5 SoE�TFt �tOILET 'S WE6T IL- V/ E 1370 42 min _.. 305 1065 U D v :? 4� 38 max 39-41 42 m1n Z t az max 990-1040 �I 1066 6 max W o T 1070 I 916 107p 'I Elu�i 750 �j i`y 24 min - v 36 min L LE28� 610 915 m� 915J/ = cm� n In 24 min ' 305 610 6t0 in Section 609.3 f— N Ui � « o L-J mo_T-i - - my DISPENSER OUTLET LOCATION-PROTflUDINO DISPENSER FIGURE 600.7.1(9) � 5-II/2 FIGURE OUTL.7.1(C) -- --_ __- BELOW GRAB BAR DISPENSER OUTLET LOCATION �, M PROTRUDING DISPENSER ABOVE GRAB BAR DISPENSER OUTLET LOCATION RECESSED DISPENSER � A36 ToILE-r4(,-EA6T A 7OlLr:TAI:;P- WTH �Tc,�Gr �=w.F.S7- Z VrzFjFY RDLL Lip 2y° l5'� 29,E G-FJV�fa1JGES -- -� INTEPtIOR E-LE-VATION5 u ++ w C, LO ItaLLJPDwK �SHELG u�I �„ N (D UUJ 's Q +10va-•VERIF`( ,,�_ - L-�: _ L Dp C m MN;IUF.OLFARhN ES ---- — --- - - T W Q 1 � -:.ROLL-UP _ - �` � _DOOR o - - _ LED EE -'-N ROLL- k UP - TA.-E. .� I �ILA55�1 ' i-0ACKSPAA3 UPPERCASE CHARACTERS RAISED O Q _ - f r V ------ y ! nDEE{6ItvLF, - l .OF LET7ERlN05lB MIN RESTROOM Q +� Z Z N) " LEb YAPS. - 70 c] IL __ - 1AnE CORRESPONDING MW _ - _ - - L PE TTT - GRADE If BRAILE 1 - t�&PROfF ! �2E5Y M i o Ci.B PPS ,w �.� 51GNAGE -1 a e0 z 6WB;i - U- v. IL - - R cm,— 1 u - N / L a t �`I58_.:. 23i_51 15, r—r O _ p k _.__ 24" L 15° S N ENTRAN C1r Q Ds _ LABOR LABD}2 LRk'�C kt05PlTP�LIT� FtoSPt ri°LIT� !fit\ _ Lu LO T c tZCCEPTI�� i2EGEF7lt�t�i ® ec PTIOI�I 41 fZEG5r7T1�N NEYZ Q CoIRNE{Z A' . V o z L,okivf, Look-wil aq4} Lo king IJovth Lookivl South Lcnkivte� GaelLD LLJ f T C J G(W.B U T 1n ~O uj ca C) 51D 16MT C) T st+ELr t — - - ---- y r .- o ALL MT, TRIM f_.... DARN Phil m SPLAsH - a�Nr<lu(s Bic K TRACK I G NTAI m To W I LI DCP4 Al 1D - - _ Ifio1412, v t al a SILL WOOD 36u EAO NKI MT tJ I _Q DRAWN -- --} Z�LT,`I,. iH/VALAIJGE% CHECKED Ml/hI� _.._.' — rl r � W - , DATE � � . SCALE Ul I joB No. a m I g 24° 83" 18' 30" 21 24" 80" 24'! -- --- i -- - 9W•�.-_� I u ' I I LdGKEIZ5- 13YOW1JE)2�, ,, _ �t � I u JIB SHEET HIPAA DYZINkINt HIPAA � s A LoFr oFFICE Kl-rcH�NETTE ��I AIW Rer-EPTtc*4 - REGEPTI0IJ Ft7UNTA ea � LOCkr P AREA - RECEPVC*f MAIM REGEP'TIOf. - OFFIGF. I Lclokit� South Looking IJorth i OF EHEETB REVISIONS BY 7— cH1H I'1, I 9.2�•19 CAr4 — -- BEM _ pt Icy.2 S�l 9 GI!N CLINIC w2 GLINIfC41 I t I I 15915bwarTS ' it 111 WAITINCq' j �• I � I I ExpC6ED I �\ I ., BEAM I \ ex a 70u - —� 72 APf T -— cutJ c, i I _ .._PPF ilk, 'AFF �4'IAPF - - Y MAI N Lo�6Y l s .....yam ` .{.} 263i}W,4'T ----- - ..:.---- 5EHbMf: All FDR ELEC, N01'ES, _ _ /' c� ; '► WP B4"APF. I.MAItJ p� �pTH WALKYJA s �b III XR" n 1 KEGEPt 71IAvIRd,Y7^FlFP ��qI,U�F P— �° \1 •I F2 A- HGE 5,5- WnT536nTWATTE, DRao gT _ EGhRT jI1}Ihf'Im e SlMD O 9.2 riTTI. 12 DTmP AFFRECEPTACLE L EdI'llVOLT END •QJ v' E-O LE Uo4 6 710 VOLT RECEPTACLE86 a TTOI frf \ F --"74 Wrt,l% !ll..tt( ({�L. SWITCHED w __- *T RECEPTACLE : Z S OPED - r l � I u t _4 __.. QQ •,' , L_-L.1. I ..--� P3� F = W.R. WATER-RESISTANT — 0 9 m WALL AF',EA,, I / � RECEPTACLE � — m N I DA6MEU , IZECEPTIoIJ -�- 7a APF WP 5� m f I I,I„ - .-I 2 I•WLL I I. 1 I 1okF�/.�• b---- h1 r� � '•� ' ' UFY R 7osbw, NTERRUPTER RECEPTACLE IL V cc 12 tm.. •-' --MEG OIv' `. 9 E GIC'T/,1R15 D TI AL ILLUMINATED U 1 ,.J SI IJE I FF�{ N TED EXIT SIGN I II � -'-•'-'^ , I I �pFF i✓F � I � W/DATTERY BACK-UP 1 '1909,:WhRS I�. _E R r Lo36� o SO W IAP` i n I ILLUMINATED EXIT SIGN _ E TbILE \\\ ✓SLOPED. toe"AFp' 5 W/BATTERY BACK-UP 39.68 I"lA'nS 12e)°AF, Y If G)•;ruNCy f) cv¢`.. ._ :' I � �,•.''{{ � ,4}tE,q rl� 164.2' WJATT$ Ac�EM EMERGENCY UGHT W/BATTERY BACKUP . •�'_" • +S,ynGf1 I.INl;F{ I I I I. l 111. i P,E•'" I. I I LOW VEpT T,0 dlfsl L CAN LIGHT I ® E9 � PRIVgCY CURThIH C 47•T O - OFFIG�?;2' 1'�- I ST 11 n II A�LC�V{ 31,2� ,N•k'�'TSE SUR co F CE M 8 WhTT'S I I 11 I I I\ III •t--- SKY PANEL CEILING UGHT N 65,T L 1 _ F� CEIUNG ''�' rn 911T+•r �I,! MOUNT UGHT L N _5UITV*I SVPPL`{ C?FI 1 lil c:oUN E� _".uR u:,INASi-S G F tl -� lil MOUNT LIGHT TTr�"' 351, 5 WATTS - - .4• I _ _ 54' FF ♦ F-. ' 15.21 WA S $2 -..:-. i EFEP,�V.T.O, oU D III -�# Lu Q N REAP, 'At LG TRACK MOUNT _. HALL 7U LET .\ ' III - .. �..' ,�* III UGHT SYSTEM 1 UJ N 0 $ WO �J W 32Jo I WATTS Cj 6V,T0, . O 64,1 S Wk _-..L_........-I.�' F O Q_-_ GONSEALED UNDER-CABINEi/ M L' LO O) 43,2'WA'r'r8 • Wb12KRM• I ® ,J II. y��µ—# UNDER-SHELF/PLANT-SHELF UGHT CI W U/s✓ /' I GP -— _ 44, T'f$ �tT 4_ T UGHT C T G Fi 4 TT 98" EAST K4 WALL MOUNT rn JES - --- ..VJA V r•'v'v.aY N }>_ EXTERIOR MOTION ACTIVATED '^ Q p I .cLo QPb _ II �J uT �Ni F � _ _ FLOOD UGHT LA5oK gD1I CKOr' I' DIRECTIONAL - E_N_TRY -: -APF~ L ,F - WP. I (3 _ - r+ �] LA 8C E D d BELUW {^'ALL 511 'WATTS T -f; TI. ti fi .I 5W ITCµHT C V m W AFP Sa pO yK .... -- WH[-ELCltAI R 1245 W 5 '>_ 4--- — 64 36 Wntrs Z A Pry f• Y' ALC t CxµAUST FAN Q +1 Z �.LAP✓P? k _f -- VBJT TO Ov7SIPE Q 44 a Kbr , AFP . E AED u -ER N O co > I .... VAJL.TED i 1- P 114'AFF C ILIHCCTLIGIGIrwr 2 CL6q4µ // >754.5 D 11 r ' ?nl_Et 3 / f; QQ SMvKE DETEcTo1Z + t105PIlA�I"TYyFEU, COIcNcC.' PPL`R 41,IC w.4Trs 41,18 vaarrs EU A g m } I Dpo,P 141i"il 21.23,.h?'rs - GW�ET"2 �,v,TbCt-0(Y "3 WP 04 P N hFF_. �LCST i F.,��vuTFs GV,T - _ �� s? 5)C"I iqC-LIGTf-I�1 N:� 2�795 DS WATTS Q c y O I . . HFF ♦52"6FI CTFNSM4 F - cD - 04 i t P,5E Zow E 3 .0 .WAT1S 2 N v o, o, I r I • �. F1 O - . eM 4�' PARkl1-1 AREAS #DRIV65 `I5�65 WAT'f5_ Q .N I N WES f P`AMILY bIRI H I +42 (� 1 WALkWAYS 1;6,0 WATTS' WAL.KWA I t - lAliJ 6k.1"f141E:�. 1950 WhT s W if) 7 e _ _ Y I LouIJG� I 2,5lo wA1Ta -mac 1 / P ^i S CEIL NYTUR7A IQRAGK I bsw r"C/\NOpISIB V:j WAT-M N p l 9 5.2. WAt-T,y G (C�, ENI'' O Z 0 i FJRRd> >Ly� Y I II III J % pASHEt� TyP• I Ak A 6UIDDI ICT PA DES 454,5 WAT7ux A T- C F_ J 33o WA ;.I I - I--Q---- .j).x1•�( F . - —EIJ-TR—Aa�—G..f r--- 1�I CACflWG I .:A9—REA— W-33b WATTS 1NL w *JoNTRADABLE sU 4CE NTaR P L1Cu = ATrtS Lu "Alk aUt ATGt2a;.E WP, U TT$ 3W• � AFF p - Ld -- ,EIKi H T,O, 0 i' .61RTFt ,c,.P.ER TABLE C,4vci,•f,aC2� SPACi:-RY-SPACE METHcl'v • Gb WATTS 501 F-42 � ' y/ lY, ',>I' SVITc#3 F-+t+E PEIZTABLE C4o5,4,2C1) BUILDII��AREq MB•T1-Int� - c 1 435,94 WAT?� " f ~, I 444,2� k -ALL IHTEIZIOR j LIs HTWO VWTA�Cre 16TRACX6Le 3 covr-F aTJ i pETwEtN SPAL� . O I23.2 WATTS DRAWN CHECKED . '7�'IArF // J • SOUTH =! MAIN LE r/E' _ DATE VeATTS \� 20 V411=1 B�A�E I'- io JOB ND. OF 9MEETB REVISIONS BY ELECTRIC NOTES: B 31.14 CAN GENERAL BIRTH SUITE EXAMINATION LIGHTING SHALL • BE PROVIDED WITH SHATTERPROOF BULBS, 412(p•Iq CAH I PROVIDE TAMPERPROOF ELECTRIC RECEPTACLES IN I, BIRTH SUITES,FAMILY BIRTH LOUNGE,TOILETS,BATHING In �� FACILITIES,Q WAITING AREAS I g1 , I��, BIRTH SUITE AND CLINIC ROOMS ARE EXEMPT FROM t, i kkk :I Il �i11�1II- f DAYLIGHT ZONE CONTROL REQUIREMENTS. -. .-- - --- - - --- - - ttt I �� fl�+{•� I UNDER-CABINET LIGHTING/LINEAR LED LIGHTING SYSTEMS INSTALLED UNDER CABINETS/SHELVES ABOVE DVV41NNN IA - ; SINK AREAS TO BE DAMP LOCATION RATED. - III II ALL LIGHT BULBS OR INTEGRAL FIXTURES r0 BE L.E.D. hA I - I U.N.O. --- -o - ALL INTERIOR LED BULBS/FIXTURES TO BE MINIMUM ------- DI ild 50+CRI(COLOR RENDITION INDEX) MINES ALL EXTERIOR LED BULBS/FIXTURES TO BE MINIMUM • 80•CRI. -�exe,BLA)l ----- BULB COLOR TEMPERATURE SHALL BE NO COLDER I THAN 3000K. -{$)- OffJ� T :9•' b ENSURE MATCHING SPECS FOR $GRI WHERE Y I I„ Pw\tATL,/�F{CE 'n c •-'" FIXTURES ARE VISIBLE IN SAME VICINITY/SPACE. I --r<�- -- F ENSURE DIMMER COMPATIBILITY WITH ANY FIXTURE _ I U'')_ T5 ly Q- PROVIDED WITH DIMMER SWITCHING.(NO FLICKER OR !�! _ NOISE AT LOW LEVELS) e A. EXHAUST FANS IN BATHING AREAS TO HAVE HUMIDITY I {ZANGE O f ` � /IJT 1 SENSORS AND MANUAL SWITCHING. LOFT LEVEL ITIrin�LII,: f IN I ZOk ES LIGHT FIXTURE SELECTIONS PROVIDED ARE KITGHEF�ET�c ��V T,O.M I OFK RECOMMENDATIONS ONLY.PROVIDE OWNER WITH ,G FI L -._-_ SPECIFICATION CUT SHEETS FOR ALL FIXTURE CHOICES. -�_ - �'�"' _-. ,^ E o U MA111 GNTR v' REFER TO SITE PLAN FOR LANDSCAPE LIGHTING IriFS ? r I I D MI_I. _> a�F� B -_ AFF LOCATIONS. � E • COMPLY WITH ITEMS IN GENERAL NOTES,NOTES TO - - -__ U __ .—..........,-: .. ....._..-._-'- BIDDERS,6 CODE ANALYSIS NOTES ... r (}<).. Uj `'. _...___-._.__._.___-...._.....—..— I ._-._T.._.._.._.-_.. �/ �� PLftilr _� Z t • ALL RECESSED LIGHT FIXTURES IN THERMAL ENVELOPE �'- �' SHEEPTI _ _ o i`r I IP RF�EFTaf v Q d o _ SHALL BE IG RATED AND HAVE AN AIR LEAKAGE -rc, E7r �✓ I I I EMIR W/LED RATING NO GREATER THAN 2 CFM PER ASTM E283 -"'""'"""""" / I�I I 5�41of ''lR1LL.1�1 T N ..__.. TEST.ANY FIXTURE PENETRATING THE THERMAL I ®V,TO, I I "'I /.•iL�'I F F, Lr� I 2 m m IIII II IiI II { BUILDING ENVELOPE SHALL BE SEALED WITH CAULK I ` BETWEEN LIGHT FIXTURE HOUSING AND WALL OR CEILING 102 F•Fn16 y.l�LED ?i m @ PER MANUF.RECOMMENDATIONS. S-rm F1 i �I _.._ U N I 1 1 L : 1FF b�oWI i RE VOLT r,, ILI �� RECEPTACLE x II Y r 120 VOLTIIII FE, �.'"`K.IPt+F,F• 0 07 M LOFT n RECEPTACLE I' \\ ,I SWITCHED �1I �.�L-AN�!fJk bN. N RECEPTACLE WATER-RE515 NT .. _,_.. _... _ .. _.�_____ �_... 1 _._.__ _ TA p ..' ._ REGEPTAGLE { I w�TREi N I 1 .. .." GROUND FAULT CIRCUIT L L16Hr -J �•F•T'4 INTERRUPTER RECEPTACLE ��YAVN -- 111 L (n co U ++ SWITCH DIRECTIONAL ILLUMINATED EXIT SIGN p C'�,! M m r . ._.7I. .. ..... -�. WIBATTER7 BACK-UP _ y I rATT ILL UI PLi\ N Q �, ILLUMI ERD EXIT IUP r LI:;Hr `„�I T I C-.v�l - L. L., CO U z 1 "' II � rn � Q 3 - L IGN;iN� L�tN _ Q L - -- - - EMERGENCY LIGHT > O •\, �� W/BATTERY BACKUP I/�IL I1 -15 WA o m > 01 RECESSED .__ ❑ � R-•JII,/ j / � I � � CAN LIGHT j 1 SURFACE MOUNT 'C V W SKY PANEL CEILING LIGHT - N I' CEILING pj W MOUNT UGHT I `j ` �- - - SURFACE MOUNT S_.. SHOP LIGHT (n cc Z L SURFACE MOUNT N a � 2 I-Ir'. $ CEILING UGNi - N \.,\ // \ r r .i IIII IIII h PENDANT __ N ~ (D MOUNT LIGHT (CD N III ILL - Q TRACK MOUNT N N t _-�1 UGHT SYSTEM w L� �i T CONGEALED UNDER-CA / ---�, UNDER-SHELF/PLANi-SHELF LIGHT N ''. W O r z 0 . ._ WALL � T C O co J _ MOUNT LIGHT - - }� EXTERIOR MOTION ACTIVATED � W .Q.• 14 FLOOD LIGHT � � � O ., ,•`� LANDSCAPE DIRECTIONAL Lu � SPOT LIGHT t ti U --- --�: — �— MAN I_ (fi'HT -- ---- - -- p SMOKE r�E recro 3 T._ p DaYLICHT 2C7ilE LEG��h�C: OAAWN HIM,' PA LIC 1 CHECKED / TH CA Ai2EA5 I,2_4 IPj lcnLe G FRIMAR( Joe No. 51DELICH-7F_G AREA5 - SHEET A 8 7 se�aNaA r All s slDeLlc�lrF-v Ai.EAS OF SHEETS —............... ........... ._.._........_ ........_-.... _._...._.— FiEVIB10NB BY 1-7-IS CAH 8.31.19 CAH o,25I9 CAH 2XIO R.B.CROSS BRACES D,S, SaFFIT VENT",� P.T. wi I .T e2 PORT x S-6 ROOF 1D 11.t VENrILATID w * 2X&R.S.D I2"O.C. 9kl®R.9.TIMBER BEAMS '-ROOF 70 KALL_ �I i, `�11 VEM1l�Tro1.1 � PORKIER y I 'm 1XIB R.e.CROSS BRACES III �f,rmr. 6T 2. Z ROOF iL VJ4Ll- "' „ I Ik4 R.B.POST GAP WRAP 1,D�S, III '� ve f T I LA'r10 1 P.i 6XD HP#2 POST WI d T_-i,n ...... wo R.e in�Den eeAMe IX RA POST WRAP -_ _ U I r`DDRMEI2, SOF'j J5. W-e• Ik4 POET BASE WRAP IIvEhJ 72"X/2"CULTURED STONE GAP SEE T PEID FOR 1 P09T PEDESTALIMAIN ENTRANCE ARBOR PRMC3. PLAN DRYSTAOK CULTERED STONE VENEER _ -, — _ /SCALE; 3/8"=I'-O, 2e'x2D`Xa`DEEP coNc.PLINTH3 *. = 4'WIDE CONC WALK _ ], SkYL16HT �. I'S L F I S' N ,. SOFFIT . -r 28X2D`XID"DEEP C.PLINTH I �., R1. Orr E — VENT �.Et- - L _I � �/ - W/6X6P.T.POST EPB L------J MAIN ENTRANCE ARBOR ELEV.== I 648LE SKYLIGHT 2'4 I— u �skYLI6HT I Q I Ui SCALE:3/6'=1'-0" I \ � � W z t = o � _-6e+BL6 VEW 231 RID&&VE14T _. :-_;._ VC:N7�1, K w c N U PLEAG LY�RBONATE �I IL °D rn D5, i ROoFII-IC1' \ il' c o 0 N 2 tV c MAIN ENTRANCE ARI5OR PLAN I CnHFD�ITIDlJ 1 � RvOFltic� i o � � LFVE _���LF 6DFF t�VENT I � N A6AINBT OL'T4tDE CORN EP. o .-1'_._. tu LO TRIM BOAaDS, I v 6X6 POSTS WITH _ Lu Ix R.B.WRAP __._....__ - A .. D13 ---— --- - W N IX4 R.S.POST BABE TRIM �+ C. �! co C 3/4"SHIM WOOD W POST FACE - WIN ,�' W I 2'I I I N C.7 Q 2"CULTURED STONE BLOCK GAP WALL SUPPORT r. - -..._._.__.-._._�..,-_._. ...-_,__..._ Ds. LOCATioN -. _ V Z DASHED 5' CLEAR Q C DRYBTACK GULTERED L• ON 1/2' �''ZrNo,..AND T`fP, ! + hOLY,CARQ20NATE .� p 2X4 FURRING �+wFIN Cq M Q Ilj c 3/4'SHIM WOOD B POST FACE W - O r i � _.. __.... — Lu U o W O Vail 2X,, LEPLA MNJ• ROOF VENTILATION LCAO ANCHORS GONG > NO- a_ _ EPB POST SADDLE I �--PAGE a`.SID'IN; 11'-(P, MAIN OF FEA-rN8F Y SOFFIT AREAS-ATTIC AREA Z 28"X28'X18'DEEP GONG.PLINTH LA 1 ct I/366T�OF 4133 8F=13.18 8F=1984 60.IN.REQUIRED FREE VENTILATION AREA 2-4 = `1 w 1 'T��y '/OF 1984 SQ.IN.-992 80.IN.MIN AT LOWER 113 OF ROOF C 3 � � rL&J f K �QX LOWER 113 OF ROOF FREE Y MILATION AIIWA PROVIDED•wl 8Q.M. L 0 T POST BASE PEDESTAL DETAIL 3/8"OII'ON SOFFIT VENTS:TOTAL 545 BQ.IN. �1 N ~ (O • TERRACE SOFFIT- 2 IN.WIDE VENT A 13 LF-312 90.IN. • MAIN ENTRY SOFFIT-1'A IN.WIDE VENT A T LF-125 SQ.IN. I cmSCALE: %"=I' SIDE ENTRY SOFFIT-I%IN.WIDE VENT A 6 LF=168 SQ.IN. 4 as L a N T D LOWER 12"X 18"GABLE END VENT:TOTAL 82 SQ.IN. W D 3 z N q -J BIRD BLOCKING AT EAVES:TOTAL 414 8121N, 0 O U (B)I"DIA.HOLES PER BLOCK-6 60.IN./BLOCK t 1p 19 BLOCKS 0 6 90 N./EA=414 SQ.IN. ^ I- J cc UPPER 213 OF ROOF FREE VENTILATION AREA PROVIDED•1696 SQ.IN. ILLI- w RIDGE VENTS,596 SQ.IN. ♦ co O 31 LF i 22 LF=59 LF R 15.2 9Q,IN./LF S�4 x 2 R.S, CAP''TYKIN� UPPER 12"X 18"GABLE END VENTS:104 BO.IN, 11 1 1p 2 VENTS M 52 80.IN.EA. LLi DASH E D ¢ 3 5/4x l2 R.6, cEDAl2 O 5/.p R.S,CEUAIZ OK r r, PLYW D, "TTOH N O.Aw. SCREENED PIRAIQ HOLES CHBCKBO I'L.ANTEft FJOX _�-.�--, _. _---,2X4 rs, cEI�Al2 Iy2nsll-On �tIALL EaIvACKt'T5 LACT SCCYEW `r0 _'A DI - / 5C>L-10 2- i'bAC*INtCq 12-14ly IN EXT; WALL. GOALS BUTT 51DINC{;iCAtULK JOB NO. u BKBBT A �2 y OP BMBKYS REVISIONS BY ��,.-,21�416KYLICHT >8.31•I�i �Aff Irn.`-o' SK'(LIGHT CLEAR U,v -.. F�L GARI3ONA'I'E :...SEE `/4-'I SCALL,rsL�NATIOF,Is ,INq Ft;K TrPICALTRIM, CLEJVi U.V f I 1. I rl I FENCE � r❑❑ ❑L� L❑ ❑-❑ ❑C� � f � L-�-.❑1] 1❑�1 1❑ �. 1. 1 vaj ` vPN_T`, .I•. � D` L -U- u-- GOUT+t UILpIN LC-VA I© UI❑DI_NC_r. _M Lp\/,k—•1 l owVI` — .. .�.-,:....._.... �. ra •I` � ,/glr all -' .. ._. �G���� c(, EXTERIOR BUILDING COLORS I PER CITY OF ARLINGTON DESIGN REVIEW GOMro81nON Room& ll(n� E CERTAINTEED`BLACK WALNUT' v/ o (ROOF DRIP EDGE TO MATCH ROOF COLOR) �, VINYL WINDOW&. 11111 _ I� PLY GEM`CLAY' 3 ❑ "��, MI{J. RAIN GUTTERS: � o � MATE BLACK - m _........_ _..._._ Y ARDOR BASE ` �. TURED STONE elDeaG<ENTRY -t o L BLACK RUNDLE COUNTRY LEDGESTONE 2 CUL yam+! •� ..., - __ ,` I ❑ Fil _. WINDOW DOOR TRIM,ROOT FASCIA BARGE TRIM, U 3 m � -_,,,,_ � SHERWIN WIWAMS PAINT%6998 CAVIAR •�(�� (A ��j � - (WINDOW DRIP EDGE TO MATCH WINDOW TRIM COLOR> 1`�'. .l�Lf. QR o ..__ r V �l =c'ii c®'FJ( LaF. ROUGH SAWN WINDOW PLANTER BOX 4 ARBORS: 1 HARDIE-PLANK STAIN TO MATCH SHERWIN WILLIAMS PAINT#6990 CAVIAR ,SFr-ARBOR CE+TAILS / /'- -- 1 - LAP 61DING4 SHT A'IZ --'I'{P, U•N.O, ' DEVIEL GONG,SIDING TRS'H --- --- SHERWIN WILLIAMS PAINT u1026 GRIFFIN �I -'- - ^- - - ' O BOARD Q BATTEN SIDING AT DORMERS+ SHERWIN WILLIAMS1825 BACKDROP - m _ QRPP ED�TE. CULTUPE�_SSpLI _ m _._. _ — - __..... 9hLL�d_ I�rJ�ok♦ co C O) _--_--__-- -y- _ (NJ a) WvPafT -1 N U cROWLSPpr,E. _ m z 3 ------- - --- -+� = — --- - -- - - --- - - ---^ -- - - -ar-=+� = I=- - - -i----=---- - --- -�-- -----'1---------- ------ -----I-------- ---t- -�. � � U OIL ❑- ---- n' Q O Z LU pAE T1AL::.N.. 'f'N .E.LEYA�'.ICON_:zf. ENYR`( AKFyi2 tL uj M N CdFAPOSI I'1 Ra�F'� (Id 11oRTl I pUl�I�IIJc{ EL6V/'tTIoN faciy�q Ffic�hlAd priVe �, o o J -a ca z . RIDGE VE -TLu la".IE, GIA€JL.E DWD V8N-r"yp,, °) O m --.. -TRIM 4oAM6 i^6 HINDOWS J O a N rHtnD�RTRI - - uj -..GUr APcH lu C J --- . POR ER � � n U 1 PLRTE kT _ __ _. AREA - -- io$ARGE 130ARD a5 ui -T0 1G� (n c may, 1 ��l�"� ❑ bA<RD _ (PRu' ViB El.�+c -' Pa�F co R TlP. LU x t -� iL(P UN,o 1 T 1 McR9 - ❑�__ = - -...._.__...._ _. + H D - I LEeWeSU¢�EDXEvF�S AE)Rit {D`( tiNERS F— r SILLCUY _ -------------._. __.__..-_..-.._...--•-- ----'fiF t1•q,}�O: ... 61DItlaf CGt-Ofl O LOFT PROM?x 3 DRAWN __.._+.. L �( --- -'-- ®OQ5,r_ LILL '— I ._ I JEE DETAIL CHECKED .. GATE MNIJ LTU.EEL2 S7B61E _ G�pUlj6PEC �IEI kX� _ 44x1&'TGEibY� �G� -- ECALE • I 2' -I l-1 ������:eaa ]W�¢lD'1 � I __._., _.__......_._Cx,.Rvyjylar.i. . _._.__ .,.. ...__ (.J]�'!.:_-...... JOB NO. r� _.._.WEST PUILpIWCj ELeVi1TIoN--facAvncLMii#'A y 9 I/q•'!911 OF BMEETE REVISIONS BY 1--?-13 CAR 8,31.I CAN Vx y wPNDOW 1+F00 T rWALL - - - --- EN�7II4EERED - +-TSHEP Dr�iM ER Ir.I SUL .-�_.——_ I PLATE H t, R49(11(I '# AI CIG R'us5 TRU65B3 EuiRY H tNsuL, h TtG I LA IlLt .. A ..� AR DARRIER GONBtRUGTION _61•FIGE hA.DF'r ( ( - -- --' - - I. THE AIR BARRIER SHALL 8E CONtINUbU9 FOR ALL ASSEMBLIES IN THE _ HANDRAIL IN ULA7ED pp %UINIF is �'� \ BUILDING THERMAL ENVELOPE AND ACROSS THE JOINTS AND ASSEMBLIES. `� A IG -- 2. AIR BARRIER JOINTS AND SEAMS eHALL BE SEALED,INCLUDING9EALJNG � D_ cjE TRANSITIONS IN PLACES AND CHANGES IN MATERIALS.THE JOINTS AND SEALS R-49 WGUL y� W J I - - SHALL BE SECURELY INSTALLED IN OR ON THE JOINT FOR ITS ENTIRE LENGTH Ct�"TWJSS I°W ----- -- I '2x GEILW C7 ( SO AS NOT TO DISLODGE,LOOSEN OR OTHERWISE IMPAIR ITS ABIUTY TO - d- Z Q I R'�Kf'TIG " .• -, JO(STS R=t "RC. ----- �P' RESIST POSITIVE AND NEGATIVE PRESSURE FROM WIND,STACK EFFECT AND Y.3 Fh15UL, a{6 WAI•L- PENETRATIONS ENTRA I NS OFI IN LATA M 5ARRIERANNER EOM 3 LOCATION. I JOINS AND 51EA1.8 A850GSHALL BE CAULKED,GASKETED OR geTwEeiJ i13DERTRUsse6 -� i5scnoN `• __ - -__ _ - PA T UC I AND DATED WITH IPENETRA IT ON5 9SHALL BE TURE Vt-NTED f r-'-£�F—s:> C'ry, ®• :, 1 - {-.� VAPOR-PERMEABLE WRAPPING OR TAPED EALINGEMAiERIALSSSHALL BE Iy 5'FFIT l ' _ APPROPRIATE TO THE CONSTRUCTION MATERIALS BEING SEALED AND SHALL • I BE SECURELY INSTALLED AROUND THE PENETRATIONS 90 AS NOT TO DISLODGE,LOOSEN OR OTHERWISE IMPAIR THE PENETRATION'S ABILITY TO Th-IM REGEPON. II #- HJS(•ITAL TY G i. RESIST P091tIVE AN NEGATIVE PRESSURE FROM WIND,STACK EFFECT,AND PPPP 4+�GLIIJIC. ecs<A b�� 2 ! -T'OILET L'e�IZIJ6 BIRTH 6UITE 2 f; MECHANICAL VENTILATION. �a -.. _HALL -' '� �' 4. RECESSED IJGHTING FIXTURES PENETRATING THE AIR BARRIER SHALL - I I 2w �, I COMPLY WITH WSEC C461.5.5. MAINTAIN THE INTEGRITY OF THE AIR BARRIER C L IN IC, I ?,,' -NIT,AIR f.T.RFRIF- i WHERE SIMILAR OBJECTS ARE INSTALLED WHICH PENETRATE THE AIR . Q I I I L__—_.1( dhSl-PE D, � BARRIER � E I O Is �aG'E,NG1F$ LU .. 777" 1— --- ------ - --- CRAWL-PAGES - 'o �_K-3o.IN5uL, Z o - 'r-{------ 4 T.o.F MIL V.B. tl' il- uMis• m o - r s wDT 11�pIN61 __ Cv�-s�TIi�N tioo (� C N U 4�D M L O 3t Alb _•'� � - / - - G,L.B, e'_., \\ •CRti"JSES� o 12-49 RIC,�ID II:ISUL` 't � 1zn�Igp 2%I2'S N 24°o.G•W1 i sMI-LI� \ ATTIC Grfr6LE END \ / �R�`� INSUL �•� ---------- \ < � �R-44 YAlSUL,-� VEST W N , R-49 RWcg INsu �. \ 2Kib t4GIAIL PLA rn (/ to OFFICG LOPT \ - GOw'n_wuov5 AiP-li^RRlSK, .-. - - ~ N . I sPnGE - E I Loris v 1 .''�= w co WN "tH F'POFF/WALL 2KIO F�gnR.SblsTs Lc?BE GEI LII Iffi b N LLl RICtID INSVL, tr - rn V Z 3 ?.�12124Fj - R-21 WAi.I. tNSUL Q ------ _CRC-CE.PTtow ! ExPOSSD - _R.3a INSUL at FLAIR L • ` ". - i fqL� .PlAAA ✓:F Fi I $ MAi61 HIFAA TofLrrT q — _ — rn I-O638� Pnou ----t 1I cuNIC#j ( VEQTED-SOFFIT m o� � c U O� Q , Lu Lu N O M - I I -' 9ME6E�EPJCTC.9 1- W R 21 IWSLIL. �;H obrrn~-' y I N . Iy1711 17jNC CI?D�S_ SE�T14(•1� taokFru wJ t _ .._ J o = o --- - - -- - --- ------ �6 o cc CO t rtA9H BETWEt NI 5EE I T.S N N Ex-'ERIOR 'WALL SWI;5.2 - Q L a O +'CONIC,SL45, ( <Z 2 RIETID FIEF..S Os In cD -rYP. / 0.t be12 f�AETEf:+ = fV N � ' 0 P �GvF G°JER '•'t N I N t2 T rt - �� I/1°6HEh7ttINC# � N ' gliGk FRAME a�RTRIJSS �, Q W 1p � - _ 1 r( i 1 \ at VALLEY ` 2x4 L�K oUTS Al' N a�i CC DUI L IJ _i G� '- iT_I�N.'._t#�king SDu�1n FkTwD RWP`. eLi 61wl-4 `12"x18° Cys BLE END o.N.'T{P, U O cts P iA1 W I seE 6 � D -- -Ix3 P,*P_17NM ((�� T I- I SEE 3tiT. S-s PLAN, Ako &7Vg . 12-Ip U-- W N LaF�I CLEAR TYZJSS 7a STLPFLASH at r—i C(P,QX CTABLE o EUTIQ'� POLY fCARdoWATF_ ! SUPPORT ELIGIIJEE{2Epi RRDf"ws RctDF/1NAL4 FFIG - EWDS 1PP i M•-ALL, - / � Q' vo RAF'�2S �aa cd - !'--+,s,ai"3/e"D,G. 2�}uO.c. S+}FJ\R WALL SEE S- _ EA :rl U P-RP.TO Fzs, �� - I OF BLLEF\/ 7 �G d*Z fZUSSBS, rep,"� IRS 3 ' - �atT©FOF WjILID 2 5Lor-KC?. I O L PLAWT --- TRIM. _ 1�LT tk,__._ SHELF i — _ Q r.STuopG O.L.P.G•L,PJ. coMINCJOVS AIR BAP2RIEfZphAQ , 2do ROIg12owl$$4L, i FfUoR :;F}N -- -- 2 MAIu LaelwY r+IPA naa ro,1� 4„ t31 ?N' U17E f INIiC GLIa t IG3 (t,6, I FDIZ LOGAT1FR SIN I it {J3VL, gg SEE � I ENTFIr REGE�TIOI I F GE OF.4M SET eoTYOM ELEY II {p rr _ ^ y� I -- TYP. oAawN Pt iz BIIS LQUN G, ACDU 1,G : it> k3L-I v _ - j _ covEp_eD-till ZRAG P#ToFDP ININDoW 4 slit: grroPf TRIM 2x4 W 5T GG D 2TDp$ j CRAWL- Fpp�•T �I..,, - --F A.,U�ssEE HT:A-5 - - o -'---- __ II��i�►G6 12I TE SEE DET F 2x L# 6 v.G. VSfJT _ � Ibis I kVl`/, SCALE f ' St+T A EPFS fL6T l3+SE Vl/R2,3D jN5U L, 64 S FF. '_'f4R LL JOB NO. CoF1G,SiA6 _ - 8"s1EM WALL "'�,G - _ . R/WJ LSI!AGL° SEE DET, SHEET x TEMIREDSURF, SEEVal,`142 SNT5�2 rvWIIL.V.B. - 143�SHTS-2 - I� I8 C*r" I/ S' DCTE, '5HT S-2 PIER,No ftINl F PAR-T AL - -__ �3i)Iir)7IIJ(:* C9,PS5 51�1'IOrJ- I.�iLag klest a E>r A A 1qP,1'd' OF SHEETS REVISIONS BY ._ 1-'7-IS C1vt ' "��� JA 2`PIA GOti.;NUp'K.i}+ NDPA L 5-SI-19 GAL1 rSxp, RtDG�E�PI. Eh s cat_a r-.<,i F,,A ncn TrSa�lo 3r�K�i.:cs. ` \ PPa/DE MIN I - CL.iVitiJ�E BETW FELI G ��i Olal'LL � P Yr'.Kc s -G FWGzE PIP,TYIM SkELF W/Le'D LT, N AIR P�+4M bASHEP,TYP, y. LOFT L FT uSUL upb �i seeT fJDTE3 5HT/rlq, i+ � 15 701LE( GLO, SKYLIGtIr �. hY ALL 0 IQSULrr Fw4111E(l - I, aPEU AREA.To Pzctpil M5AP[7 Law a /t - r-{'R4•�'I�NSUL) -` t .---- —.--. J PLAWT .. —._-b.. —:�,_-----.. _ S��T r�[ 2 12 TREAD T •+ } RETLF2IJ ItANP�Rtpn..IL _ To WN-L ai Boi"fq�1 CF EPT FtIPPk MhILIsNELF r CLItJIG �bt111 &EL t2ECL('T. RFL51°TioF� #I SI1J 5t FF i �5 pL Yw O. RISEtZ / y WALL HUWCf L/- O I PLNJTER PaC SEB.DET, o --- — _ — =I - -- �_ DETAIL d INTERIOK Q U U STAI iZ G MIL,V.I?,it GitAWLS19AGE'SP. � � �� � rJ C N U �sc� �Gv e��t� acwwr� L�iU LC?W v-i :VOELNIOT IL2AxT I-O N ! GRaS�-ezcrlow-.look)n� fJort / - \ �ci 0 Q— 2xio6A-4 R6G To OJTn.�,4r:5 ? SLLGK1Qq PLAlr- Co W3 ICE ER rN'NEcFED TRUSS \ 5/+xG FfZE12E 0q-- alrxuNCT I I MANWU / / I11NDDHJ atDOWME o PE R�H RFA : I�-99 1NSU,L. - - NA Stt{En, -1 - ©PEN `� (• Rpil;PLANK LAP SIDIU(fi-----> \D" -aFFtGE OVER /Na o.9,6 1:ATe a,oR r\�T f-4'%1 I l / LOFT \ ch SHEATi-t11J�T Ex iJD 5:-�iATttt.Ys I� I - - -1 V{ Y t � r r � N TO TOP Cf-rof,,,, d NAIL 1� DE7 sH EfW V. L ALL SMr:�.0 VL'c \� r�! `,: �\ .,t - ./. V- .. kHTAWAL -� \ 4' I LU - V Z ♦ co m K i j�1GThtEi. N L U W N F 2x65TUD5 W/R21 BA?T itiSUL, - �P -43EAM 'I CV W UT 04 CoWTINUWs AIR f',ARRII=R,PASFF p, NlG CLINI INtG V Q 5�NoTes 51-1T.Al CLILI #2 I WAITIW M Q 3 AREA ++ (L c 3 L 2 DETAIL 64ABLE E4�D COWT AIIR MAR Eli, I � c m � rn c 5E Ea NOTES 6HI ^I t I - - Ylj. I I C Q I 1 Ito4,5 F.F. =V o W ---- - - - - j o G � > RAWLfnPhCE� `�- 'F-T,o,F, l '_ d 2 I] w � cc z - ` xP Ea t a o a Q it - -.CONT, AIR GARRIS PAsHCD. PRE�N4tNEE2E0 y ~ ' POUF TFct15GaE,�i S ca N v 5FsE NOTe3 BHT a'It ! sKYLlcttt - Ull..�1.N.0 �l S.-�EGT1+:7h,f lockl_y�o� t�loyfln J v,N ccm -LTRIP i - --_ 4 t I 4x12s E wCC��10 INSUt. �r %F`^l'-o° W o T pi GUPi G) Z U I '' h}ECk{.aa.11GAL _t---�I - - - --- - - I M- w aD pd ENa _ i (n ♦ cn GE I AvowalL � 1 (' � Tit �� _ KLA$H-f IMF WALL I r i2'_9 RETURN ;II i ! ATT1 I WALL 1 I h iG-Z �.", � rNtERs�c.TIoN,TYP � I I a,. LOFT a -:. STAIR - \ —� T ^ -ti _ c - Pi.,aTB # ...r stir.A-tS O STA I' 1 13iRTit SU4TE*I Toit.ET�'f IIL;N_-I REAR CALL � oFFlc�#2 '` --},In � Rpo, _._. 'a; i WoRlctzOo�i�l - 1." - ALCWccI _ A owcwN Fq 6 I' -. CMECKEO I� OATE Z —" 5 n , - _ 2- I FF'y IG•F 5 I SCALE y _ JOB NO. EMEET pUl LDIlJC� C�.-'>'�'�= 'aEGT snN) - t.aoKl NCT IJp12TN at sTfslR. A-t 5 - - ' OF SNEETB — --— .... ._.. _—. -__- —__.. ........._.._._. -. ......,.___..__.._—..._—._,-__ __..... ..... _—_.. -......_.. ...... _. REVISIONS BY /, _SoMP ieLs.+Ftn;y�ER I-'I-!3 C44H gowr> I3LLL^KIIJ(T h� G'ON�N6. RtKS E'er; .A'c'A''O.G. GoMP, RobFINCp oVEYi PSG PER ,•^t�•' / WATER.#ICE MEn'16i:ANE ^�A-hBAR N14LL N4JL ~�-. pEik G*Ef'.R KALL-er Eti CAH nN lIL ROOF EKIE, W SCHED, r T 8 31.19 1' j} b " L ,� 4 SG N D VENT thLF� lD•25-I- C11H m.. _ ti'�iG1�5ER PET:L � � 5, xI� PREIZE fWY✓� '^ R 4q XF5 BIRO P'LOCI<ING "MIN RiCTID INSUL at W/5GREEJ 3'.'., r - �51kNDuNISDL R 1J AIRSPACE ' 2x 12 RAFTERS a.f ->'" Y' -�� 4 AIRSPF�GEIDf2.�12'�W+R4RO,G, (lA-''� Itil v)�/ �� SfTfCrt, EN '✓ I � KNEE KALLS( FASCIA ! --� RIUID INSUL,.,+WINDOY-I L hl 12� w"DON ;' NA,L PER 5H;Jl E,LOc:��JAY.g# '2 GnYi.6,OV'e R. FxTV-,0 EXT ShlERT1-MI.1 HEAD W/V9." R((CL�-P C' kl4 I ..c.m -m Nt at WA.L j -Y A WIJDO'y w� I, AIPSPAGE 'AI 5h-. W EA dxG STUfW+'�' UP OVER IMF p,.1.00d<I 1 24"o,c,W/R41 p NAIL PER SHEy2 PALL �.. INSUL. SCHEDULE ,/ a}WIND W 2<I�FAECIA_� QuG HF1+bEFt,T�•IN1 +IF-AD A trAMP� wl/6UTYGf2 CoNP,RoOP OVER. °ROOF SHEq'THIIJCT I I' DOOR FRAME PER IN5VLATIOIJ (BAFFLE I ( DOLIL WWDOYTED .. I 8• ,mob SCHEDULE I '/4 PLYWooD ovBR / WINDhW I 1 �i 2K VENTEU 61RD�„ �/ INSUL vlhli"L-..._. 1 DOOR PER SCHEDULE— 4 � i' �.:� � _ 6 Q- 6LrzKIN W � /•�� -}f I �� I B ReG Pck H R WooD SILL -G,W.B as Wlu� INALLSGHEDULE '-}-�`- -^`7 t 1 J YP, I U SAME,T 4KG �.. v E kIN'6q DOAPD 4lb4 61DINf; 6PEIZE 1 OVE D T SHPATfiIJC� I*x HOOP SILL W� THRESHOLD, .,- MARC+IE �- JP FACE of 2+6L KIAI R 4P EATY 1NJL lu3 APPoN, ' sLOPE�i:s F(P - - txTEND 5HEATHINC� WALLTOK�F VENT 1 I � W0o7 SLL V/ ..__.- O� � SYSTEM.IuSTALL PE:R u .... Fi $'(. Gr W 3. f' MAFJUP, •j,xfo STUDS t#2q-O,G, Ix APFxONI ((� c --FINISHEDFLOOR .LAJk O(i USE Aee, PER LT• �1 OVE SHEAR WALL EGH6DULE•I'M1'P: WN R'2 IN L$ L PGD —•A _.. P. _GOIJT.AIR BARRIER- CCMP RoGF % GW�,IL71'EKOK S b'G66 I .• - CASHED.SEE NOTES I 1 7 : ,-„2x SILL 7 ACCFIIN - /2 RI(y G INSUL.W /2 AIRSPACE Ov.Erl' o 67R F S+ITG,,- < /Ib' L'"6H EATH IIJ C? .- SLOPE AWAY FROM LAP ,` BUILDING 51H IN L- j' SYITP.14 ON 2x0 RAFTERSa 24OG,\ /26W8 oQ a,r.'S U aUi .. Qi COOL FACE aVSR 4u - C7 WINDOW H*EADEP-, Tf P, 3 q-}'24.O rJ.G. I CONTINUOUS AIR.4ARPJER- = z TYP /A PLYWD SUBFLQOR PAsi EP T'qP, IU o ` 0 R 4clds 4 Iwac, '- SEE NIO•��3 IRK A14. �, � - INEUJL Q EXTERIOR DOOR THRESHOLD -- -- 2xeTRIM p _.- .a-# — KNEE WALL /' R _ H Rib �/4nPLYWD, J = o' r w/FLAsru-t OOF ETAi� LOFrt 3,zi,-0, -- 3 zi/4°•I'-O j1 / Kt301N5UL. A.t3. E lL V '3 m — _ P R StRUG-f JYA'L?AE,LE ¢Q m i G 2><6 P..G:L PLA'YE-GL'U5 f NAIL .r I f LYWD,sJE+FLO:a�..f t•�NaDStL.L Q IL � c�,� G PANT sbFFr ao INSUL At L LOFT4x/e.CCNT.� �'2'CoNT SGItC-F.N ED - [�p�+1EAVER Q <v a E RgG of 2< 2x SILL-.. _,' OPFIGE : FIEI2E BD. 10 FASCA :'-. AY Gl49L FYCe II^ '`q'.. - RWr To WALL VENT 5YST2 M J - 2xfopg7R.... BLO4FWrCKING-{ P'LA341 t INSTALL PER MANUF, _ '�LEU�,ER D TFiU S d W/APPnNLL Nt ARE ! W , I I i1EJ,UEK 4RE2aAR PcR ' J .. O eo Ir,R� i, .._ r _ COMP.I�bFINGt `,N r GET i;SHi S-2 �•� rn .q e. y - PXTEN U F.XT, c) Al T UP ENcTIwF-FP-ED MONO TRUSS a#2'O,G;,, - I' N W 2 «wom rn 340==, 1 BLDGKIN6� R4q INSUL. �-IEAR /R- I INSUL O,C. , pGTA1La'f MA1Q F- lrro ( i DORMER MIL <__....� o�, W/ 1'RV>5 BIRD 1�I 49 SUL.SHF.gTH INCq \\ 2x 6RLOGk'6, 2/?,-21 Sat I a __. � N //. :~ -__, EATHIN TO - 14 $" 4 I„ Z ♦ U)TRUSS .5H R491IJSUL-''\ ,/ 2K pLOCKIIJ C; W/RIjG•--- COVEi4 RIJ°+TB, _... _.._ ....... _ *I�"�* Q co PER SHEAR WALL t JI S/4 PLYwC.bvER _ , ` Q� W N �i• _ _ /t 2K IQ°a at 16 b.C. SEISMIC BRACING v +� N Qn to RAF IER"-,, CONT AIR. � 4 �/ � � -�:. CO r Ln C) SG{-IEDULE. 0,.., ^A' j P�AR.P•I A_p'l.;17ASHED EXTEND SHEATH IN �- I y GENERAL NOTES FOR ELECTRIC AND GAS. -'Y p C / SEE ' I i. INSULATE HOT WATER PIPE PER WASHINGTON STATE ENERGY CODE. I�( I+�AL �,/�L i— Vt�lrT ION_ 2 Op V Q NDTe� DVFR 2x 6LOGKINCq s`' ? 7 PROVIDE PRESSURE RELIEF VALVE B PIPE TO EXTERIOR, T � z MARDIE PLANK LAP _. ' SHY, AID FOR S+iE"P. 3 n I Q / , /'� �` ADDITIONAL NOTES FOR GAS WATER HEATERS � I —� `�-- � - SIDIQ4 oveEz '111k"' 'TRAN5F'EI�ZOK I I. PROVIDE"5 VENT TO EXTERIOR,MAINTAIN CLEARANCES TO COMBUSTIBLE Q C 5!'±GhTtil Nt; c)w \ USE A35B 1 ANRGfEURSS ' MATERIALS IN ACCORDANCE WITHE LISTING OF VENT PIPE. L O 2, PROVIDE TWO COMBUSTION AIR OPENINGS,EACH HAVING AN AREA EQUAL TO .-. 90 IN.11960 B.T.U.INPUT(100$Q IN MIN.). - - ----- _' --- - _._ _- C — C IG PA1, QKG �'; tII _ I/�it 3. PROVIDE EXPANSION TANK, O _ F�C� � -_*� �IY2 RI P IN$UL ''^G'W'P"�NP 4. SUPPORT WATER NEATER ON A STAND SUFFICIENT TO SUPPORT THE WEIGHT f- -1+ PER, SOFF I-7 W/2"Co R'S W�/q"AI R'JPA6E OF THE WATER HEATER ROM FINISHED FLOOR. SUCH THAT THE SOURCE OF IGNITION 19 AT LEAST IS" O W - NT�" TiIM ' F.JcPOSED � z DEr L S}?T S-.I SCREENED VENT Ai COOL FACE IRS PLYPtP eoFFIT wf 2 CONY. 1 J OVER 4x WINCoW 4.L,�� Q O T Z 4cREEN E✓vEN"• I 1 HEADER -------- ✓ z•FasHLGLINICI _ _ _ _._ — _ - - 24GA: �rcEpIU15HEP E;L.AGK ---',., _.. .. = k FAMI_� -- __- 'Z'PLASHINCTR TYP. \\ T. :S,J w/DRIP 1 BIRTH �"d,_— •-= �-- 'o l4 Z �L rZ cROs4 E FoR.�RS %�PIPLAti xh • I.• LOUNGE � -+ � ROOF DETAIL otGLINIC I (`GLIN+c*2 W ' N �f SIMILAR J 3 u I L a r METAL5TRAp5 /4x22 SEA 9�RRIE -Dp�p -._ m O co COVEr•:_.JI '�2xG UPS u:.'} GAUGE W/'/4'x3'CASE L cO IU,T AIfL I Klcl< II.� 2 N 't ACHIEvE A ,_,• TcR 1=AC:E I 24'C C. W ........---- ---... ...--- -- _ ...._.._. _ Sc REWS INTO ST;.lDS�7R, : N TMROuq}IOUT 6LR{,.ENVELOPE. N cq C w R2I INSUL �' pLlz'Kt hJ C,l, LOC.Ai"c N Q %iG .-' JPr'ER AND LOViE PcR Wc.Ia^ c4o2:5:1, 't L lC) R,'I,3OF SEE NOTES--+jr •: %z ��> r, Y P COMP 200F WITH I;E r WA? R TANK. i r � INT_RIOFc MEM6RANE :4'I"RDDF EDu-.E. 43) 2KG WINDOW I-IEAU TKIH O � 'I y / WTc — co HARDI p1.ANJ' LAF 51�1 'L, OVER- ...... ... CoRKIJ(zATE,D SHAPE: --_- `/,%/ U J T4Ib"C. SH E"TttIl1 W.IL F'ER I F'LASHIF.I G-�-INSTALL - i ♦ U O /� SEAL a#NAILINCT CIN O SHEAR WALL 4CHED 3,!"' S:-'' PEIt MIAnl VP \ ,. „� 6 s ._. :_—L_ _ ON DOR y // FASTEN THROUGH RETURN— -IYP NUP I / CLEAR POLY'GAR6G)NA"TE �''� PER MIA RELOII, 4 CJVC SLAB avE� 4°PREE S.-1P 1 W — \� W U P.''O INSUL, COUI:. G}A ;;,';; ItGYYr IhI _ NOTE PkNNIN,a MP^'L.�`) r OVER 2x '9 i. MATERIAL TO SOLDERED. STEEL. P LASH t} I 4 a*36'O.G� y' 1... L I:I TOP FLANGE I ! 2. SEAMS TO BE SOLDERED. T " `'LAS- LL�;I' JOIST HAAJGER ON R•S,2x IO RAP-C Rg ((J��11 ., 3. CONTRACTOR TO PROVIDE SAMPLE FOR PLY GEM VINYL NINDC+I--' N i —SEE APPROVAL. b C LASH W/DRIP W/ !X3APRL O OVER 2K R5, - FLASH W/DRIP-- �'� roF .I Fbu6 DATICNI S/4x6 FRIE2 UN > b i ? \� I owawN #REINF PER � '+ZO�/ YITv/ �T It DET2, SI � I e 'CUTStLL FIeoM 5.2 ��VE:R SH EAT}i;IJ: I ` cHeexEO I W/ DRIP � oar■ 12-Ig-10 SCALE HARDI PLANK SIDIuIv MR AI I' I JOB NO. - eHEET 8 WALL SECTI O� of TEr ,, _ DETAIL t pOLYCA\w ,J,� r�oO `�_-_ - I � � SILL PAN DETAIL-EXTERIOR DOORS ONLY � WINPOW G1:�iL. //�� A I �, � g/4;I�I,•OII � E - 3 OF SHEETS rtOCKDR.rtIxO CORM HO.101�Y AC "SIMPSON"STRAP TIE PER PLAN. SEE'SIMPSON" - NAIL REQUIREMENTS UPPER FLOOR R WALL PER PLAN Deel Build 6enelcee,Inc(360)1w-e68e- Shear Wall Schedule-Rev 8a - 7 2 2016 SHEAR WALL 3/4 Y.SUBFLOOR D s DS _ PER PLAN SHEATHING NNUNG PLATE NAILING A35/RBC 1/2 A.B. PPER FLOOR JOISTS SHE ALL (IN) UNBLOCKS BLOCKED P LAN PE PLAN., tzd OTOP PL. SPA NG a 2X8 BLOCKING 16d t- eetrock 5d Wallboard 07'o.c. 1 2 4 1 Row O 14' 3'-8'o.c. 1 2'0 6' Go MAIN FL -`� NAIILING�PLATE NAILS 0 4'O.C. -4 t 2'shaao-« Dora oa'o.c. 1 z 4 t Row s 11' 3'-o'o.c. t 2' 25 tso SEE SCHEDULE .1-4+ 5 8'Sheetrock 6d Wallboard 1 2 4 t Row 0 g^ 2'- 2'a 6' 145 175 DBL JOISTS 2X10 FLOOR JOISTS -2-7 1 2"Sheatrock 5d Wallboard 07"me. 1 2 T-9'o.0. t 2'0 6' 200 250 T7A16d TOE NAILS G2-4 t Y Sheetrock Wallboard 04'as 2-X ow 0 5 1 2"O 4' 250 300 V) BEAM TO LATE LRP 16'LATERAL RESTRAINT PANEL-Max .4x Heads 00 Lb TOTAL Z FILL PIECE OF SHEATHING MUST Cl2PY4LSPgCE--i, TOEN SIDE 0 9" REF 2'-0^or wider LATER NT PANEL 5t5 tb 0 LAP TOP BOTTOM PLATES TO INSURE '`• 0. TAGGERED TPA Based 11-55 d DKft 158 dated June 17, 994-hl er wloee s allowed based an H.D.deel ALL WALLS BLOCKED � SHEAR IS TRANSFERRED. PSL JOISTS DBL JOISTS OR PSL SOLID BLOCKING N(GLUE) SHEAR WALL TT-too NAIL PER LOWER SHEAR WALL CALLOUT SIMPSON'L90 0 EA.SIDE, 3.5 PSL SOLID �. (0 JOIST PARALLEL 0 JOISTS PERPENDI- BEYOND Edge Nailing HF acin HF TYP HF WIND W CULAR TO SHEAR WALL) S1-6 7 16"OSB 8d OB'o.c.or 1 Sta le 04' 2-X4 -2x8 1 Row W '-0' a 1 2'0 6' 21 300 K j &0 EA.END I TOTAL." JOIST BLOCKING `�� TO SHEAR WALL) 51- ed 04'o.c.or 16 sta Ie 02.5"2 2 4 2x 1 Row 05' 1'-' t 2'0 4' / \ S1-3 7 16'OSB 2- 8 3-X4 1 Row 04" 5 ' St-2 7 16"OSB 10d 02'o.e. -F -4 2 Row 5 8"O 2.5'rr 763 A EXT. SHEAR WALL TRANSFER INTERIOR STRAP TIE C INTERIOR SHEAR WALLS TO D SHEAR TRANSFER TO FLUSH BEAM S2-6 7 18'OSB Bel Wmc.or 16 eta Ie e4' 3-3x w or s 8"a 1.5 S2-4 7 18"OSB 8d 04'o.C.or 18 4 - 6 2 Row OS 5 B"O 2.7we 1 ACROSS UPPER FLOOR 1 (INT. SHEAR WALL TO FLOOR BEAM) 1 FDN. BELOW 1 2- 7 16"OSB 4 6 1-4x4 2 Row o3.5" 5 OSB 10d 02"o.c. 1-dF -4x8 2 Row 02' 5 8'111 1 H NTR OF 1-MIN, eVARIES(SEE PLAN) Ref. A PA SDPWS Section 4.3.5.2 Design for Force Transfer 2X4 TOP PLATE OR PONY WALL VET Blocking at All Panel Edges Re'd VARIES GARAGE DOOR HDR.MIN.3z11 9 9 g NAIL THRU ROOF SHEATHING (SEE FRMG.PLAN FOR SIZE 48" 48� OFFICE COPY TO 2X4 BLOCKS(TYP) - NAIL O.S.B.TO HDR. d 0 3°O.C. Full nel Width Full Panel Width \ (2)STUDS PER r OR 15g STPLS 0 2. C.TYP. 2 RS 2-2x4 STUDS MI STA36 STRAP SN"'••MST HOLD-DOWN (T}p.4 Locations) . 2xa BRACE 6 16D CITY OF ARLINGTON 2X4 BLOCKS ABOVE KAP *ST rii 3 O.C• LSTA24 V TICAL STRAP(3)12d(TYP) - DPPD E OF SHEETINGSHEAR WALL WN W/ bBUILDING DEPARTMENTx 2-1/8"NAILS. NAIL A L PETS NDIT &FGD TRUSSES HOLES W/NAILS. c S WyBd 0 3`O.C.T� APPROVED15g STAPLES 0 2.5 O.C.TYP. 2z6Blocking Min.0 24"O.C. ER PLAN -2x4 AT AF{,Y O.S.B.JOINT 16D03"o.c. a- W DAT ��l BY�45 aMAX I IDDLE 24 OF PANEL SHE CUPS PERPER in 7 16 .S.B. 5 8 T1-11 0 TLRP NO CHANGES AUTHORIZED SHEAR WALL SCHED. / (/" )D �jUNLESS APPROVED BY THE THD14 PLAN NOTE CALL-OUT. BUILDING INSPECTOR IL PL DINSTALL PEANF.RECOMMENDATION. STUD( C 11NU 2-2X4 PLATES, AIL SHTG 2 z 4 min. late ling To Be Continuous INTER SHEAR ALL DBL TOP PLATE TO EA.PLATE- E NOTE BELOW ( plate) Over it.Joist or Vertical w STEM 12 w 2 ANCHQR[LAG BOLTS xeT WASHER LSTA1 o Full Ht.Wall Studs AT OPENI - MIN 7 EMBEDMENT 1- 8 x12 AB MIN 2-2z Cb�e uaus or Strapped Rim .. �A ( ) 0 32"o..LINO an Plan NOTES: Based on 2015 IBC and Industry Standards assume HF for wood material u.n.o. Note: Wher Panel i on a rim joist the sheeting must the rim Y d• which co d take the place of the second plate.Lag bolts re to tl-x we b Ow"w we side.x2-x M Mooted bath We,Hold-doww o6 bawd a,2m1 smpeoo H=Fk vduee UND.Towd on o nn to mp Not,ow I.lox `9 replac anchor bolts into 4x 0 RIM. The STHD14's are to be oratShear Wall Similar.No Horizontal Straps or blocking re a d. nwre nda thw pbm naW 1 gfor o tap pbm. Tanaue o clap'Ionly Nw/to bw 8o 0.1D1 to IOU a1e6x6'12D a148x6.eat of 0.1l a We re I ed with STHDI4RJ's or added to with MST 60's at aP g 4 P.NPA SDPWS x:w ram 21 max 1.ehabaax wam al eneelraN.d ebcibn /H;W Mb d 1,5;1 to be Marisa Sheee.k vale not dared b eebnk xwa E. p pony a all to sheeted then openings cut,and all edges nailed per sdledu enamor bat.f.Had aow.we to be Agar brim.Uaweed mod rrlth 2 mite().ned).Yb.O,Wednat With m be 1Y h ths footwg. swd,wn SSTs brim wn be N . MST 60's are to replace STHD14's at a second floor ,/ AFPA SDPWS Section 4.3.5.3 wwmted pe the eat,4 aI-ate Rob.m m be,dthe 2'a-ma to!,the ells of the hood m the bat and Smpsm Snap Hold-down 1/r plication. ,.� Gtpevn Wdl Ndbg Y M d wppathq nwmbee d:e'dl to be wbbckad "ama*_w,N OSE �r Aagwd moats to be bbcked ak has YH Bd0 ndhg o 1Y as N Pam!s ore aver�}"thlak.stud NaaeM9Mo thw 24'aa. N E TRUSS DIAPHRAM F EXTERIOR STRAP TIE G LATERAL RESTRAINT PANEL "LRP" AdsaUyMote.drawkeanRb aMmn nwthsnathbg.ob mod k axw bwmenaMd Q) Z �01�-e H BLOCKED WINDOW SHEAR »3x MudA flequbed.3x mod Wamw.e requtwd N ahaMN N eNked w Oak It waked w rim daude rim r.*W for 1 1/2'ad Wobro loe.Note model moor V aw ba dlrfwwd thw the vdl abma,oa aow,Iotw,wmmwy wwebCID 1 (INT. SHEAR WALL TO PERPENDICULAR ROOF TRUSSES) 1 (EXT. SHEAR WALL ACROSS UPPER FLOOR) 1 TLRP SIMILAR (REF: APA TT-100) 1 WALL DETAIL N mode vNh whew or 350f/n eg he 3x erode.NxNbg at pad pn Doubts erode m be wbdlmted rlwn ndW tog.#e d Mw mod ndhg,dth IDd moan N a v bat spahg mtemo 3W/H am 6041 hw ban raved bz�1-40.121� tooveafaPam.a plot.M u.d bon Vod,g aw be d.NW h thaw aaeeaALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE WASHERS 2308.3.2,r From Mudsill edge on side withOOF SHEATHING,10d N ILSOSB/Piywood if shear over 200 PLF per SOFAS 4.3.6. ..unless hold-downs provided at wall ends per exception. 0 TO TRUSSES 0 10"O.C. ROOF TRUSSES PLYWOOD EDGE 2-2 x TOP PLATES >` (2)ROWS 10d NA IS 0 6"O.C. 3/4"PLYWOOD NAILING(TYP.) TO OP PLATE ROOF SHEATHING 2 X MIN.BLOCKING c0 , 2X6 OR 2X8 BLOCK AT PLYWOOD (2)STUDS PER ''I W/12d NAILS 0 6" .C. PLYWOOD FIELD UNSUPPQRTED HOLD-DOWN 0 «�1— RBC OVER SHEAR WALLS 2 x RAFTERS NAILING(TYP� EDGES- ISEE t X4 NAILERS OR TRUSS TOP SCHEDULE NOTES) \ U PER COLUMN 6 STRAP ON'MST48 . 10d NAILS 0 6"O.C. CHORD STRAP HOEDOWN w� TO BTM CHORD 2 X MIN.SOLI 2-2x OR 4x (25)16d x 8 NAILS. p y B 10d NAILS 0 6"iJ11ERNATE ROOF SHEATHING 3-i6D TOENAIL EACH TRUSS BLOCKING pp AT EDGE (MIN.)AT END FILL ALL S W/NAILS. PLYWOOD TO 2X4 EDGE NAILING NAIL OPENINSGSAR STUDS OR H.D. �., NAILER W PER SCHEDULE 2 x CEILING JOISTS (SEE SCHEDULEEll R +-' COLUMN 4-END SHEAR WALL PER PLAN OR TRUSS BOTTOM NOTES) STUDS •L �) X CHORD EDGE NAILING AT 'V" -JOISTS PER PLAN,BLOCK AT STRAP Q� BIRD BLOCKS BY PLYWOOD EDGES PLATE NAILING tx') ` I TRUSS DIAPHRAM TRUSS SEISMIC TIES Hi rn � 1 (INT. SHEAR WALL TO PARALLEL ROOF TRUSSES MANUFACTURER SEISMIC TIES Cl) t 0 48" O.C. U.N.O. a W_ N •� 0 M TYPICAL SHEAR WALL NAILING 2-1/2'xe SIMPS TROING BOLTS LU N W Q RECESS STRAP&NAILS.MAX 1/4". EDGE NAILING 1 INTO EX.FOUNDARON a PER COL. 3 OF SHEAR WALL EXISTING FOUNDAl10Ni W < co SCHEDULE(TYP.) 16d NAILING TO BOTTOM \ STRAP-CENTER 0 W tN�1 r(� PLATE PER COL 5 OF ++ Do V J ON LAST BLOCK .,,.•'`r/J SHEAR WALL SCHEDULE N W 0) Z CONTINUE BLOCKING PLATE NAIL PER ALT RIM / �JL O DO -C — C OF BEAM COL 3 A35 PER COL 6 WHERE DETAIL MST4@ W/LSTAB dr STHD10 / R STRAP TO EXISTING FOUNDATION _ •— o SHEATHING DISCONTINUOUS. MST6o sTHDt4 16d TOE NAILING SEE DETAIL A FOR Msn2 HDUB and ssrs2. 0 RIM TO TOP CONTINUOUS REQUIRMENTS. SIMPSON A35 ^ PLATES 0 12" D.C. HOEDOWN W/SSTB CONNECTION TO _ Q (J�\ END OF WA FRAMING ANCHOR FOUNDATION SHALL HAVE SSTB (� p W PER COL. 6 OF CONTINUED UP THROUGH PONY WALL N z ��✓✓``pp -----PANEL AT ALL SHEAR WALL SCHEDULE WITH COUPLER NUT&'•THREADED ROD M.• Q Z PANEL EDGES (TYP.) � 0 ch HOEDOWN TO BE OFFSET T0.ALLOW ; - > — O_ SHEATHING ON PROPER PLACEMENT OF UPPER 4 .STRAP. 8d ®6" O.C.. 15T FACE PER _ J DISCONTINUITY OF DIAPHRAM / COL. 1 OF SHEAR PANEL PLATE NAILING .J 0 Z 1 RE-ENTRANT CORNER WALL SCHEDULE(TYP.) PER COL. 5 OF SHEAR AND NOTE 2 WALL SCHEDULE (TYP.) SHEAR NNUNG TO MATCH WALL ABOVE. ROOF NDARY LU 0 � Do 1•V� STUDS PER TABLE R802.3(5)a R802.9 y� � n1 CONTINUOUS SHEETING ALT RIM // CLIP (RBC O.C. OR SHR) 24" 0 r o ,- SHEAR WALL FROM TOP PLATE TO DETAIL rn m SHEATHING END STU MUDSILL. NAIL MUDSILL srRAP PER Founonnae urou. 8d ®6" O.C. v)g0 C I cm f PER COL. 3 FOR MAIN NOTE IF RIM JOIST MODEL N I H NAILED FLOOR SHEAR WALL OUT.STANDARD MODEL TO USED. tca T BOTTOM PL END STUDS CALLOUT CV Q - - SIMPSON A35 ANCHOR BOLTS FRAMING ANCHOR W a) O PER COL. 7 OF PER COL.6 OF // H1 CLI EA. CRAWL SPACE SHEAR WALL SCHEDULE FounOnnoN,PER TABLE R403.1 \ RAFT TR S a (C U J BOLT SHEAR WALL ; (TYP. OR PER P N LU a) DIAMETER PER SCHEDULE 2-16d ® " O.C. ♦ (q �J HOLD DOWN ..; - -- ANCHORAGE af. BIRD BLOC TO WALLBSTUDS co `t = BEAM W/ PLATE SCHEDULE W t N MPSON HD- \ � U V l AT BOTTOM HOLD DOWN PLAT X30/8 mint �•, Receive ~ FOR HD15 5 5/8 SEP 06 2019 c 0 K HOLD DOWN TO BEAM CONNECTION �L� TYPICAL SHEAR WALL NAILING WALL TO FLOOR Z STRAP AT PONY WALL — GONTiNUTYC)A 1 S WALL TO ROOF TO WALL SHEAR TRANSFER �g 1 NOT TO SCALE �� NOT TO SCALE 1 NOT TO SCALE 1 NOT TO SCALE het 51 of Ground Wind Seismic Subject to Damage from Winter Ice Barrier Flood Air Mean Snow Speed Design Frost Line Design Underlayment Hazards Freezing Annual Load (MPH) Category Weathering Depth Termite Dal Temp required Index Temp 25 paf NO Roof 110 D Moderate Ib" Sugnt to eolggMm to Min oderate d a Equlvalem Fluld Passwe,35 par Unrestralned and basement wails W or less,Be pof or 1a7H added for Restralned walls STRUCTURAL NOTES V) 2X PR TR SILL PLATE Q Z Applicable Codes: ENDS MIN• al 5 MABA•T2"OG/12^FROM U7 2015 International Residential Code(IRC) - 6041 LE REF SHT 8-1 W K 2015 International Building Code(IBC) 2015 WA State Energy Code(WSEC) TIGHTT LINE� INDEPENDENT OF FOCTING DRAIN GENERAL: Il CIVIL/AROH THE CONTRACTOR SHALL INSPECT THE SITE AND SOIL •;t CONDITIONS AND VERIFY SITE AND BUILDING DIMENSIONS BEFCRE COMMENCING WORK. I ,f'I II l �� PROVIDE TEMPORARY BRACING AS REQUIRED DURING L V NORIZ.EAR•18"O.C. �II!I ill- aI STEM�WALL OVER 74"TALL I®"Or— ERECTION. -r s4 YM.HOOK BAR a 48"Or. VERIFY SIZE AND LOCATION Or ALL OPENINGS IN FLOOR,ROOF -4 VHRT.BAR•1a^oc.IN s .r - STEM OVER 74"HIGH AND WALLS WITH MECHANICAL AND ELECTRICAL WORK m ro + PREFABRICATED ITEMS SHALL BE HANDLED AND INSTALLED D E b3 PER MANUFACTURER'S RECOMMENDATION. L0 1, W ° 2 e4 CONT.BARS•Pool ON FOUNDATIONS: I.EXTEND ALL FOOTINGS DOWN TO FIRM UNDISTURBED SOIL 18 #.' TYPICAL FOUNDATION DETAIL Lo ��eyo INCHES BELOW ADJACENT GRADE. 2.CENTER FOOTINGS ON COLUMNS AND WALLS EXCEPT WHEN ox b 0 DIMENSIONED OTHERWISE. 3.WIDEN FOUNDATION AND FOOTINGS 4 INCHES TO SUPPORT MASONRY VENEER WHERE APPLICABLE.VERIFY LOCATIONS. CONCRETE: I.CONCRETE DESIGN BASED ON 2500 PSI NO SPECIAL INSPECTION REQUIRED.SUPPLIED CONCRETE TO BE SHALL BE 55 SACK MIX,3000 PSI AT 28 DAYS UNO.TO BE AIR-ENTRAINED l-1%)3000 PSI AT 28 DAYS WHERE EXPOSED TO WEATHER FOR DURABILITY. GLUE AND NAIL SUBFLOOR Q) (N 2.SLAB ON GRADE(HEATED SPACES)4"CONCRETE SLAB WITH 8"CONC.FNDN WALL W/ PANELS o MUD SILL N 1.4 bxb U.I.W.MESH.I"SAND OVER 6 MIL VAPOR BARRIER OVER 2"X 8"P.T.MUD SILL HELD SIMPSON TOP FLANGE JOIST CfJ TIGHT TO INSIDE 4"COARSE GRADE GRAVEL FILL.R-10 x 24"RIGID INSULATION _ HANGER W/10 mil PLASTIC Ql AT PERIMETER WHERE SLAB IS LESS THAN 2'BELOW GRADE. SIMPSON TOP FLANGE JOIST VAPOR BARRIER BETWN CONC. HANGER W/10 mil PLASTIC 4 2"X 10"OR S 1/2"TJI JOIST,GLUE �1 4 NAIL SUBFLOOR TO PLATE 4 a STEEL: VAPOR ER GONG. EACH JOIST HANGER 1.REINFORCING STEEL SHALL BE 04,GRADE 40.ALL BARS SHALL t 2"X 10""OR I/2"TJI JI JOIST BE CLEAN,DRY AND TIED IN PLACE.LAP SPLICES 15 INCHES MINIMUM. 2.ANCHOR BOLTS SHALL BE 1/2"DIA.x 10"WITH 0.229"X 3"X 3" u u ill li u Till!nl ril11ui11 11 SQUARE PLATE WASHERS,SPACE AT 12" MAXIMUM AND 'I BOLT llll Irrlilirl1°rrll I I, I�l�l��llllnll�h111tG1 I � 0 i DIAMETERS MINIMUM FROM CORNERS,SPLICES AND PLATE ENDS. erlllll;Ill Il�nlli�. 1Fff}nf}UflfnlQ iGti ('() SPACE ANCHOR BOLTS AT b FEET O.C.FOR SINGLE STORY AND ll�i,IPui'Z (I� Ft wI�Sl91IIlil1'af l rl la'1[1111 ii i C[!t W 4 FEET O.C.FOR TWO STORY. SEE SHEAR SCHEDULE FOR �Il3I�.'rl�[I y[6'ill... ,,. Alt yl;.I�I a!1" 14.�1 �Ci1111fIIRL�'k�fl�Q Q _ff I) .u.Irfl� 0 SPACING AT SHEAR WALLS.ANCHOR BOLTS SHALL HAVE 1" U Cn MINIMUM EMBEDMENT.g"THREADED ROD,EPDXIED A MINIMUM OF 4"INTO CONCRETE,OR J"STRONG BOLT WITH 4"EMBEDMENT CAN O PERPENDICULAR TO EXTERIOR WALLS PARALLEL TO EXTERIOR WALL BE SUBSTITUTED FOR CAST IN PLACE ANCHOR BOLTS JOIST INSIDE DETAIL JOIST INSIDE DETAIL m 3.STRUCTURAL STEEL PLATE IS TO BE A36 UNO AND FOR BEAMS IS TO BE AS32-50 UNO X WOOD FRAMING:: DF/L 02 4x/bx BEAMS,HEADERS,POSTS uT ,C� c i Q� HF 02 EXTERIOR AND BEARING STUDS,PLATES,JOISTS, OIco _ RAFTERS AND LIGHT FRAMING. ^ W n FIF STD. NON-BEARING,INTERIOR STUDS,PLATES. IAI— 1 ILL ENG.FLR SYSTEM SIZE PER PLAN LU GLUED LAMINATED MEMBERS: Z v GLU-LAM MEMBERS SHALL BE A.I.T.C.CERTIFIED. ENG.FLR SYSTEM SIZE PER PLAN DF/DF-241Ill-V4 OR SIMPLE SPAN BEAMS. uJ0 co 04 DF/DF 241l FOR CANTILEVERED BEAMS AND CONTINUOUS LU N SPANS WHEN NOTED ON THE PLANS. ELOCKING BEAM,SIZE t,•) C c APPLY ONE COAT OF END SEALER IMMEDIATELY AFTER 2x4 DEL TOP PER PLAN •— TRIMMING PLATES, = N ¢ ENGINEERED LUMBER: uxo x4 PLANS 2xGALS ul/POST 4 n a < l_� > ¢ 2x4 STUDS, F NAILB•POST/ � � UN.O.ON PLANS 01 FOOTING SIZE PER PLAN BEAM EA.SIDE 18'MIN. > L O Q LSL TO BE 1.55E UNO 12' IN, LVL TO BE 1.SE OR BETTER UNO 44 CONT, 4x4 POST.MIN. ING PAD, lLA c c PSL TO BE 2 0E OR BETTER UNC PuARS at p' N. 5 IR"WIDE•BM SI PER PLAN 0 F00-ni4Cy • SPLICE 0) cc Q Cn SHEATHING LINO.NAIL WITH 8d •6"O.C.a EDGES,A O.C.• 111 I I I I l l I I ND MI PLATE e � V C W (D SHEATHING: Q +, Z Z +� III:III III III III III 112X PR i.'I I III 11 III II III I1 W/IR"XI0"AB.a 48"OG.4 12" ROOF AND WALL SHEATHING SHALL BE VIb"APA RATED II:11 11 III !I III I FROM ENDS MIN.•PONY WALL. � � O f ( III II III III L Ep8 a ISOLATED POSTS O CM d MA615 MUDSILL O >_ FIELD.FLOOR SHEATHING SHALL BE 3/4"NOMINAL T4G APA II II I:;::III II I '�I III':"' 111 111111j1111111 11111 II I III EaEENT a RATED SHEATHING GLUED AND NAILED WITH 8d a 6"O.C.a 11, Ill 1.111 .1 I 11 III 1,I'::'ll' — L = J Z s EDGES,12"O.G.AT FIELD.SUPPORT PANEL EDGES PER APA - � RS OD FOR ISOLATED PRS SO.OR S OR LESS e"MIN NO REBAR REO'D 1 RECOMMENDATIONS. Nam' 'LU L �, o IE PREFABRICATED JOISTS / TRUSSES: FOR PIERS LARGER THAN 24"Sa THICKNESS IS TO BE 10"MIN.W/ m to ~ rD v •4 MBAR•e"OC,EACH WAY UNC. _ CV sf PREFAB JOISTS AND TRUSSES SHALL BE DESIGNED BY THE O TYPICAL PONY WALL DETAIL ,J C) N MANUFACTURER ENGINEERED SHOP DRAWINGS AND LAYOUT O CRAWL SEAM DETAIL Q m N N SHALL BE SUBMITTED FOR APPROVAL.BRACING AND �✓ N LO CONNECTIONS SHALL BE DESIGNED AND DETAILED BY THE U V) MANUFACTURER 1 r 1 Z TRUSS LOADING SHALL TAKE LIVE LOADING SPECIFIED IN TABLE lJ_. (u Li R301B INTO ACCOUNT FOR BOTTOM CHORD LIVE LOADING OF 20 U PSF.IF TRUSSES ARE DESIGNED FOR ATTICS WITHOUT STORAGE, ♦ o OR DO NOT MEET THE LIMITED STORAGE REQUIREMENTS,THE L t � BOTTOM CHORD CAN BE DESIGNED FOR 10 PSF. HANGERS/FASTENERS: 0 ALL HANGERS AND FRAMING ANCHORS All To BE SIMPSON OR C EQUAL.ALL METAL IN CONTACT WITH PRESSURE TREATED WOOD ARE TO BE ZMAX,HDG(G185),STAINLESS STEEL,OR MEET ASTM A 0 153 CR A ll STANDARDS.REFER TO IRO R3113.1 OR IBC �� yy p 2304.9.5.1. �/(ICI�iL 5-2 Qi 2 Y REVISIONS ®V O° 0_2•- Iv CA4 lit -401 A I I r 1 coWC,pt I CDNCWW, : NP �1�} I { 2<IO'9416"AC. HF-Z -• I I. _ P -Typ,U.W.O. I is I-— C 46, l r✓ L. 't � .2-� �, rGl�li r � ,..,f' a .. E 4-4 °0 136 136 to"CohIG r I 1 I _ f C PARTIAL f- H N �I. — I, — — - i I z r V'A.T gib" r.. 1 o L �c CDWC.F ,. :. I R1D�5 c2 Q m c LL .. h-{!' I'b i I: 'r':•4 —'--=-.'� i 'j'_Cf'' ��. I' N, 2-3" -7!!!M -� w N Z � F- I'oi-N WALL ha k-8 coWr,aouc, � o f — L to N rr N � — ----——-- — � � co W.xsrlN w ()�4 Cali' €AaRS,'iYl �� I � � N � w � r'— ---' ti — rn- - —i—' " I 0 a I Z'CO C7 Q - i I rl .4 rn V Q Cow.,came•. — —— -- ————— --- —— =——————— —— ���� � I _ _ ' tr I bTYSIP FooTINGi5 _- 1 - -MAN-L8. R".-mIWqfOPT'loN6: �f WRIR)*b9cnWT,RN,rts, -- ------------------- - ---- - - -- r--� _� 2xla�HF"2 is- ar— L F 'NP. U.W'a. I I MAX 5(�AW W I , i =o zz" n „ l II 22) °r'/¢"'I I�Ti I'`a.+II�'O.C. ; Ip MAX Au=i ls 24.wx;l5,w4 r W v `� _ CRAWCSPAC6 I l 'c = p In UJ 1. roMIL VAPOlZ.BARRIER MI OvR1AP I VSWT) t w I 2 N v I1J. l�RE6 6 T J N N ' (w V• IJT ARER I I 4 1 1 Q CO w in l}F GVENIT'SINAL O 2 -- — z rs?, I5C 15ta3,4,2 2 $ - _—�— —— — �— � U o 3 z � I S Q r ----- -- I d p o za---=--- —=---- — ----=— ------- — — ----I I ! nL C J &"Coil C'.Sr M WALL w Ite''x$" cONtIN11A17S — ._. ; — \ N Y _ _ 4 `'�' ♦ o 771 _ CONCR�TE,�aY11JGj �\3d — ui I I I 3 O I `_f(--4-(`��M N RP�r2•�t <1'a,c.SW.� I I —_— DRAWN -- _ (1^/ �/�/�I /L/�}I1�I Cam/-H FOU9,i PAT 1 �W \IV CM@CK@C DATE SCALE j Aa —ET C4-00 L 64, G'-S" t OF BF T. :Rc-cox.fTlxo FOPM No.l Ot e9 RC � i -.�—`._-1 — REVISIONS BY .I' A II'-5° .._ 19 4' Iry G i•o' ••I Lin .. I'•lo". 50 5pse 11 — ,31_I" I-�-10 CAH CULTURE': _ 8'3{-Iq CiLH 10,25 1 FLA9fl AeaYE ..`• 211L .5 5.,. M 9 (AH yy I I At I(o"O,G. U.N, - 1:W PMl _ A 1 D�AsHP.Lf 0)Y10o,FL USH - . i =N - •' FrLU 54d ...._�..rr �yt811 FG 1' PLUSHul _._.... I y to FLooRoISTs- Q �/N Ye'O,C, NOTE: SEE BHT A-5 FOR SOUND WALL LOCATIONS n IU DIRTH 81JTE DOUBLE 80UWD WALL °3'S ' ki'4 9j•2. 57 V L:, ,4�Q IC-0 I ajD L (2)2 X 4 WALLS°24"O.C.WITH RI3 BATT INSULATION AND I INCH AIR ' SPACE BETWEEN WALLS. ( i^ __ - - 'Z1.'lo GL01bR S+OISTS TOILET•2 Q TOILET k3:(2)2 X 6 WALLS°24"CC WITH RI3 BATT $ "- ;. / I _ INSULATION AND I INCH AIR SPACE BETWEEN WALLS. Q. iL I, pp SLOPE OQ I, e�F 1(0"Or.G.�TT•(P. FACE P 2 LAYERS 518"GWB W/GREEN GLUE COMPOUND i d1 CF.IL.1 4'AR-E/1 I . � � 1: � - BETWEEN. � d' G - �',, jl >. m ,4 FACE 2: 1 LAYER OF 516-GWB OVER I LAYER OF 1116"OSB iN ' 1 II 1 '•y IO FLUSH _ (NAIL PER SHEAR WALL TABLE)W/GREEN GLUE COMPOUND N 1 t L 1-5 -5 -� LLooK �, 5 O . BETWEEN. _ LEAVE A"AT TOP Q BOTTOM OF PANELS Q CAULK WITH yrlo FLAT J171ST5 AmovE; , ( Y E PAItTIAI) (p ACOUSTIC CAULK. (21'2x 10, GASHED, !1 d• I NI 2�2x 10 "F"I H• a�12 L. / FLUSH ".�1� o- STAGGER JOINTS OR GWB. J ,^ u. S ELX�E of , — --- _ — !!! O RtH BM 2 X 4 OOUND WALL: —j H .:FLUSH ". LL1 2 81 A C 1` 1 1` 7Ru5s 6 N� PLUS+L 4 2 x 4FACE 1:02 LAYERS 5/8"GWB WITH GREEN GLUE COMPOUND En�2�Ip '3'Y2xIb%2G�f6.� j b 3,I2�`I'GrL,pe . WITH R13 BATT INSULATION. ��}' U 1` L`�o � BETWEEN .....4_..•..**44-- •..'{O.r9" i G'F'4" 1 4'''.D •jA rs '3!-d" 2`-11".. .; �0 - I �. � u I.la � 1`.5 .� �w .. ¢,K�1 � �: _ FACE 2:I LAYER 518"GWB OVER I LAYER 1116"08B(NAIL PER Z 1,'E �I SHEAR WALL TABLE)W/GREEN GLUE COMPOUND BETWEEN.IFnnICLke °N 1 - - - ' I1I8 STAGGER JONTS OF GWB. M M STAGG ICCAULK.u' x Cj NO WALLO4H ''� BxOIRTN OUI'fE 2 X b OOUND WALL(� FLUMDI �l d k C81 LI I.IL ,� 2 X 6'8°24"Or,WITH IRIS BATT INSULATION. N WALL a!•ro!L' 'olopT ' - -` — �ry/j - N °AQJt IED SLOPED ul FADE I 2 LAYERS 5/8"GWB WITH GREEN GLUE BETWEEN. D n gHj S-{,yIM. 'S�. n AVG i �GEI LI A1Gt f FACE 2' 2 LAYERS 5/8"GWB WITH GREEN GLUE BETWEEN. c, O "s ast e P O , L ItEly 'I�) I , e ACOUSTIC CAULK.LEAVE K"AT TOP Q BOTTOM OF PANELS Q CAULK WITH _ I u II I II. W/wwp V� U Q cv .`_ u+ u u f �u W[Wt/IROFWI 174, ;LOPE I.PI NGt .I DABHBD S'rx4 r ! STAGGER JOINTS OF GWB IL 'l l R Ic4Fi 1 KYL. +. s - ®TOILET«5 OOUND WALL, o = r 1 'LINE i 1 - T 2 X 6.5°24"OG WITH R 13 BATT INSULATION. 1 C V�y� ( "I T ,9 1.I I j I '1 .. 1 1 to FACE I:I LAYER Wall GWB. in Lm I . - �. J � . .. Qxt73 i i. I I I I I. I I _ +N.I - I FACE 2:I LAYER 5/e"GWB. a) n I / y ILL = 1, I I' 1 I ,< I 1,- S W '„1, LEAVE'R'AT TOP Q BOTTOM OF PANELS Q CAULK WITH I 1..., „I I.. i1 O41 I I 4• I° 10'-Il.n _1 d r ACOUSTIC CAULK. co CV TOILET#4 OOUND WALL: n N ! N - N O 2 X FACE LAYER 8/83GWB7 INSULATION. V 0 - 4x15 4 p r r '= FACE 2:1 LAYER 5/8"GWB OVER I LAYER OF 1/16"085(NAIL /1 -- FLOOR_ 1) C „� i PER SHEAR WALL TABLE)W/GREEN GLUE COMPOUND BETWEEN. fh IA ABOVE , X (" _ 1- LEAVE/V AT TOP Q BOTTOM OF PANELS Q CAULK WITH L- - I DABH@L'D ,..) .` ICU., l N1L ? 1 N ?' ACOUSTIC CAULK. N _N N z� N .4n '2 1 QrL5n 2F9icr 1 -� E o ay U N c Ul rn. HEAR 0 (� U'-Q �sEE[7ET.E�5htx'r.S _l L, 0 Q n' ALOO 3:,, _ _t•J c .1 , 1 i ,. L,.. 1 t, ,� sALgI 15 AR W _ L ¢ 2 UPP IZ PT L V �' S'•5" 6-1r }'III° 6'. sCHEDULE L FL R FW1M1 bPTIDNS 44.TG.-_ - - - - - -- - E Lo EVE OLD o - 1 I0 2xld+ HF f I 1' Z -Q 12'0 5-.6.I B-1 :, 9 5 J 1 r6'-2n �i•Tn r n n a (v O,G. a NCB -1 1 MAX, SPAN= l3-ro" _ ) Z ILI N Sl ro S41EAR ( -11A? 110 TJ2'S &J-I(o'`OG Q Q 4) WALL,BEE h U1 2) I tl • O M a ® SHEAR WALL r YV; a�0 MAX• 4P/EN' L5-Co \ > 4- d . 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OLYMPIC AVE- ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address: 102 East Highland Drive Permit#:2770 Parcel#:31051100404300 Valuation:703000.00 OWNER APPLICANT CONTRACTOR LACSEUL CHARLOTTE S LACSEUL CHARLOTTE S MICHAEL LEON CONSTRUCTION,INC 3732 COLBY AVENUE 3732 COLBY AVENUE 526 N.West Ave#126 EVERETT,WA 98201 EVERETT,WA 98201 Arlington,WA 98223 360-722-9059 360-722-9059 360-435-0610 LIC:MICHALC051MC EXP:08/01/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: DEFERRED SUBMITTAL Name: DEFERRED SUBMITTAL Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 2 CONST.TYPE: ` 13 DWELLING UNITS: OCC GROUP: B BUILDINGS: 1 OCC LOAD: TBD by CBO PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC110/IRC110. SAl 'sS TAX NQ. iCE:Sales tax relating to co coon and construction materials in the City of Arlington must be reported on your sales tax return form an ccded�it Ar gt`�3101. // / Signature PrintNa�ne Date Released By D c CONDITIONS DEFERRED SUBMITTALS: MECHANICAL, PLUMBING, FIRE ALARM Adhere to approved plans. Utility meters, conduit and other services lines are not allowed on the facade of the building facing streets. All utilities shall be underground. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED,THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC)WILL REQUIRE SEPARATE PERMISSION PERMIT FEES Date Description Fee Amount 11/19/2019 Building Plan Review Fee $3,997.67 11/19/2019 Building Permit Fee $6,199.61 11/19/2019 Processing/Technology Fee $25.00 11/19/2019 State Surcharge-Commercial $25.00 11/19/2019 Building Plan Review Fee $32.08 11/19/2019 Traffic Mitigation-City $13,420.00 Total Due: $23,699.36 Total Payment: $23,699.36 Balance Due: S0.00 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTION When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon i �� ,� . �,i .. �� .'i �" � o- � _ � - y Sam Barr Stillaguamish Tribe THPO Office 3322 236"St NE Arlington,WA 98223 11/27/2019 Michael Leon Michael Leon Construction 526 N West Ave#126 Arlington,WA 98223 Dear Michael Leon: I conducted a site visit to monitor the ground disturbance at 102 E Highland Drive,Arlington,WA 98223 on 11/21/2019. 1 was able to observe the soil stratification and the top foot of disturbed soil that we typically find archaeological evidence within.All of the observed soil looked to be sterile of any cultural/archaeological resources.There was some fire modified rock and brick, but that was obviously associated with the residential structure fire.At this point,the Stillaguamish THPO office has no concerns with this project. We greatly appreciate the opportunity to be present for monitoring,especially at the stage of disturbance of the top-most layer of soils. Michael Leon and his associates gave us adequate notification and were welcoming of our monitoring requests.We look forward to coordinating on any future projects that we feel require cultural resource oversight. Sincerely, Sam Barr Stillaguamish Tribe THPO Office I I I I f1 • � - vim"i SPECIAL INSPECTION AND TESTING AGREEMENT (140 In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME Fi-s l4quir me PHONE riurnber. 9 S EMAIL ema PRIMARY First name Last riarrre PHONE number. CONTACT ('� rI � 4nl a a EMAIL er ill II II 1 TAX I.D.NUMBER Number PROJECT NAME Name PROJECT Description r5 0o D ' S�- c�n,1 13 DESCRIPTION �✓ti—� Fes. ayls_4 UL� —� SITE ADDRESS Add- ss cl8a� wV� Before a permit can be issued: The owner,Wrchitect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 201S IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. 1 1 P a-g e Received SEP p 6 2019 V"-AC7 ?MD b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. [Inspector I Click or tap here to enter t, Phone -k or tap here to enter text. c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the job site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/ Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance,unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.)shall be specifically itemized in this report. 2) Contractor Responsibilities a) Notify the Special Inspector:The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a g e 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer, and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 1705.2.1 & 1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ❑CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 & 1705.12.2) ❑SOILS CONSTRUCTION (IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 Page ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS(IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) -material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 41Pane 1 A 1 I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS DE AEREEMENT.(Attach- .nahnant fuz signatures if nea^.essary) :owner Frst zt j bmr-n, �-_ CSe Date ab Signature Sion. -e_ La-') Contractor ate Signature sig , ©Submit written statement(dresponsibility in accordance with IBC Section 1704.4. Special Ins ector 0 e vew- Date :}a Signature sip,,,• �...� -- _ ll� I —1 ❑Submit WABO certification for special inspection agency and inspectors, (or) `W Cuhmit CnPrinl inen.ort;nn 9 .rlr,—ment.,t on Fo R,�;l� ..,,(l�rini nnnrn,onl i---------••--�pw�•••• ..•..per+..+-�.v.z u�eiair uvc.uauc�auauvsc ava coucauaas6 vuaa.ue•.Yr........•. S. Names of Special Inspectors Scope of Work. Submit conies of inspector certifications provide each discipline. Inspector name AirsR'ta e Last n_=!;<: 5copeofWark Wipr!c Inspector name Scope ofwark Inspectorname Firs :lame Firsi name � Scopeo$Work Won'l�C ina-nectnr name__ Fist rm rnp vamp Crnnrn enfWorlr Vif.xr?; Inspector name First ti.'^.;; _ ,`;; name Scope of Work VV+)-is inspector name .ajnt-- Scope of Work I Architect/Engineer of Record Date Si nature 4,,A�4q-j---Vt�.P 1 )9- I Structural Observer Date Signature 7 ©Statement of Special lnspt?Ctions comipiewd and submittied in accordance tivith.JBCd 1704.3. I C Struc�ixal Observations required in Uccordance;vath HC Section 17,04.5. ITEM:Ka ERRE�D ITEM Date Date Uubo(-tj ITEM:DEFERR D!T M Date Date ITEM L EFERRED/T Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date Date I hereby assume all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record First name Last name Date Date Signature Sign. C'ef—k& Owner First name Last name Date Date Clna40,e, Lac �. -e wQ 6I Signature Sign. 2 11E4 e ( DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: Number C Mil 6'-['0 e APPLICANTS NAME First�10- me MLt nd a PHONE number EMAIL em mn Gc2z Q(rc C(nw PRIMARY First n me r��ame PHONE number. �y C,1,.� e _ CONTACT fir!a�a CI �Vz�,l hnq,S. r!b EMAIL agj� TAX I.D.NUMBER Number PROJECT NAME N a m e scv� U�Gj PROJECT 6escription DESCRIPTION rj - 2- -P—W c�JILv� er�, �1 SITE ADDRESS Address II ff 1 1iP � � � �-�l �� Fee Description tes Amount 13tidding Plan Review Fee 345.83.00.00 $3,997.67 Total 53,"7.67 Payments Date Paid By Description Payment Type Accepted By Amount 09/06/2019 Charlotte LacSeul dba The Check#21106 Kristin Foster $3,997.67 Special Delivery Company Outstanding Balance 50.00 Uploaded Files Date File Name Ili) 11 2019 5591637-2770 Applica iun.pff �' 1 Permit#: 2770 Permit Date: 09/06/19 Project Name: Special Deliver Birthing Center Applicant Name: Charlotte LacSeul Applicant Address: 2246 128th Drive NE City, State, Zip: Arlington, WA 98223 Contact: Carla Hall Phone: 360-722-9059 Email: info@carlahallarchitects.com Permit Type: Commercial New Site Address: 102 East Highland Drive Valuation: 0.00 Status: Applied Permit Issued: Permit Expires: Square Feet: 5202 Type of Construction/Occupancy Type: VB Number of Stories: 2 Proposed Use: Child birthing center MIC/Opportunity Zone: Status: IN PROCESS Property Parcel# Address Legal Description Owner Name Owner Phone Zoning LACSEUL I I I Single Family 31051100404300 102 HIGHLAND DR CHARLOTTES Residence- Detached Contractors Contractor Primary Contact Phone Address Contractor Type License License# MICHAEL LEON MICHAEL LEON 360-435-0610 526 N.West Ave CONTRACTOR Labor and MICHALCO51MC CONSTRUCTION,INC 9126 Industries Plan Reviews Date Review Type Description Assigned To Review Status 09/11/2019 Commercial Building Building In Review Fees Lateral & 5tructural Engineering for the Special Delivery Birth Center at 102 East Highland Dr, Arlington, WA Carla Hall Architects 21308 State Route 530 NE Arlington, WA 98223 OFFICE COPY (360) 722-9059 CITY OF ARLINGTON BUILDING DEPARTMENT _ Lateral Summaries APPROVED Lateral Calculations DATE BY NO CHANGES AUTHORIZED Structural Summaries UNLESS APPROVED BY THE BUILDING INSPECTOR Structural Calculations Retaining Wall Summary Retaining Wall Calculations Received SEP 06 2019 November 30, 2018 ��GNo Ro Job # 30855 y; AL EN Design Build 5ervicce, Inc. 11/50/18 Engineering &Con5truction Management Phone/Fax: (360)795-9659 28119 -120th 5t.5.E., Monroe,WA 98272 E-Mail:rhelde@4omonroezom i 1'R aTA rrr �t7 wl W IT� ]Te.pll I Design Code 2015 IRC/IBC Residential Design Loads {! Gravit E Roof Dead Load 15 psf Snow Load 25 psf Floor Dead Load 15 psf Live Load 50 psf Soil Bearing Pressure 2500 psf (Assumed per Table 401.4.1) Lateral Wind 110 mph Exposure B KZT 1 Seismic Wood Shear Panel 0.08 W I R 6.5 Soil Profile D Seismic Design Category D1 I Design Build 5ervice5, Inc. Engineering & Construction Management Phone/Fax:(360)793-9659 28119-120th 5t,5.E„Monroe,WA 98272 E-Mail:rheidegeilbomonroezom I - -- :?� Special Delivery Birth Center R. D. Heide, P.E. 102 East Highland Dr, Arlintton, WA 98223 Design Build Services, Inc. Job # 3085ro Carla Hall Architects (360) -lw-9r059 II/I�/18 Carla Hall - Birth Center.dwg Main Floor Plan Scale I" = 20' Aspect Ratios 4A 4.44 — r - - Y4 6:1 1B, I Q L � I ml I I i L ZJ _ 6.9 1 63 2 b I Y3 1m.0 o.,I I t I L �, m 4.6 3Z 103 r 53 Y2 11 3� I.5 _ I I 1- QI e I 3.0 Iv I I YI L XI I X2 I X3 I X4 Attic Floor Plan Y4 I Y3 X1 T2 Design Code = 2015 IRC/IBC xz I x3 Wind Loads (110mph - Risk Cat 11, Exposure B, Kzt 1) -Seismic Load - v = 0.05 1 W -Selsmic Load - Roof Snow load 25 psf I I 1 1 2/17 Special Delivery Birth Center R. D. Heide, P.E. IO2 East Highland Dr, Arlintton, WA 98223 Des n Build Services, Inc. Job " 3m856 Carla Nall Architects (360� 793-9659 II/14/10 Main Floor Plan SI-6 SI-6 Y4 Gl N I / TYP. ALL INTERIOR � N SHEAR WALLS N � SI-6 EO SI-6 gl_6 Y3 SI-6 SI-6 d � N N N SI-6 SI-6 SI-6 r 6I-6 T2 E E ( I i N dl d) SI-6 I `� I N 5I40 6I-6 YI XI X2 I X3 X4 Attic Floor Plan Y4 Y3 Q�o RD D i XI T2.��F X2 X3 A� . 4. T ENG II/29/IS i Specia I Delivery Birth Center R. D. Heide, P.E. 102 East Highland Dr, Arlirntton, WA 98223 Design 5ulld Services, Inc. Job " 30856 Carla Hall Architects (3(00) IS3-9659 11/14/18 1 Wind Controls Shear Wall Distribution Front Elevation (No Sca le) 2141 2678 2109 20g1 1859 1807 XI I X2 I X3 I X4 Shear Wall Distribution Right Elevation Wind Controls i 2242 243-1 2056 1810 2156 209T YI Y2 Y3 Y4 4 i 10/22/2018 Michael Leachman P.E. 4/17 Design Build Services, Inc. Engineering and Construction Management 28119-120th 5t. 5.E., Monroe,WA 98272 Phone/Fax(360)793-9659 Wind Load Calculations 2015 IBC A5CE 7-10 Buildings Figure 28.6-1 MWFRS(Envelope Procedure) Method 2- Enclosed 5imple Diaphragm Low-Rise Buildings Check Low Rise Definition H/L<=1 0.26119 0.23973 If Over 1 Can't Use Envelope ProceedL Design Calculation Load Combination 2.41 -0.6W adjusted for Lamda and Kzt Wind 5peed MPH Risk Category Exposure Category a: kzt YY.r Eave Height ft Building Length - B a 6.7 Mean Roof height ft i Lambda Height Factor Figure 28.6-1 page 305 Roof Pitch �• :12 30 degrees Zone factor W'0.6(Kzt)(Lambda) A B C D Roof Pitch 7-12 :12 13.0 8.9 10.3 7.1 Corner Distance 2a 13.4 ft Note if negative use 0 51de Elevation Eave Height �` ft Building width-L { a 7 Mean Roof height MA ft Lambda Height Factor Figure 25.0-1 page 305 Roof Pitch :12 30 degrees Zone factor W°0.6 Kzt Lambda A B C D Roof Pitch 7-12 :12 13.0 5.9 10.3 7.1 Corner Distance 2a 14 ft Note if negative use 0 I 1 i 10/22/2018 Michael Leachman P.E. 5/1 7 Design Build Services, Inc. Engineering and Construction Management 28119-120th 5t. 5.E., Monroe,WA 95272 Phone/Fax(360)793-9659 . . l: Wind Load Calculations 2015 IBC ASCE 7-10 f3ulldings Figure 28.6-1 MWFRS (Envelope Procedure) Method 2- Enclosed Simple Diaphragm Low-Rise Buildings 2a remainder Front Design 13,4 53,6 MS _ 51de design 14 59 , ; Zone A B C D Front Area 61"13'1' Zone Load 13299 2773 2691 0555 1303 j Minimum 10 prof A/C 5 prof B/D 10905 2140 1515 6330 920 i 51de A 5 C D Area 603 Zone Load 12793 3315 1412 6223 1841 f ` Minimum 10 prof A/C 5 prof B/D 10685 2560 795 6030 1300 i i i i : i 6/17 US Ln Q in It N QU amp U r 0 c 1 In IALpN N e m _ X m m 4 I � i1 cv X j pUIn — U � I r � U � @N X m Q dl a 10 _ Q) m Q Q) x CS) 9 M i I 11/30/2018 Michael Leachman P.E. 7/17 Design Build 5ervice5, Inc. Engineering and Construction Management 28119-120th 5t.5.E„ Monroe,WA 98272 Phone/Fax(360)793-9659 Carla Ha II Architects..=Special.gelivery<Birth.Center A.)Lateral Demand,Shear Wall Detailing B.)Gross Loading B.1)Seismic Load 8288 D 13.2)Wind 8.2.1)Front 13299117 Zone(A,B,C,D) 8.2,2)51de 12793 Ib Zone(A,6,C,D) C.1) Front X-X Distribution Factors Distribution Diaph. Between A[9fJ Pressure Load [Ib] Xin X(1+1)n Xin X(1+1)n X1 m-X2m 163 13 2119.0 0.70 0.30 1483 636 110 8.9 979.0 0.&0 0.20 755 196 206 10.3 2121.8 0.20 0.80 424 1697 28 7.1 198.8 0.2-5 0.75 50 149 Total 2741 2678 X2m -Om 365 10.3 3759.5 0.52 0.48 1955 1805 62 7.1 440.2 0.55 0.65 154 286 Total 2109 2091 X3m-X4m 51 13 663.0 0.30 0.70 199 464 195 8.9 1717.7 0.35 0.65 601 1117 60 10.3 618.0 0.85 0.15 525 93 94 71 667.4 0.80 0.20 554 155 Total 1859 1807 Totals V, [II,] Wall Lengths,[ft] V.[plf] Scheduled 5hear Wall X1m 2740.6 28.5 96.2 51-6 X2m 4787.1 36.5 130.1 51-6 X3m 3950.0 26.6 148.5 51-6 X4m 1806.8 14.7 122.9 51-6 i 11/30/2018 Michael Leachman P.E. 8/17 Design Build Services, Inc. Engineering and Constructlon Management 28119-120th St.5.E., Monroe,WA 98272 Phone/Fax(360)793-9659 C.)Shear Wall Loads,WIND C.2)51de Y-Y Distribution Factors Distribution Plaph. Between A[af] Pressure Load (lb] Yin Y(1+1)n Yin Y(i+1)n Y1m-Y2m 150 13 1950,0 0.80 0.20 1560 390 265 10.3 2729.5 025 0.75 682 2047 Total 2242 2437 Y2m-Y3m 248 10.3 2554.4 0.60 0.4O 1533 1022 185 7.1 1313.5 0.40 0.60 525 788 Total 2058 1810 Y3m-Y4m 66 13 858.0 0.30 0.70 257 cool I 40 13 520.0 0.50 0.50 260 260 1 159 6.9 1415.1 0.50 0.70 425 991 y 63 10.3 648.9 0.85 0.15 552 97 27 10.3 278.1 0.85 0.15 236 42 75 7.1 552.5 0.80 0.20 426 107 Total 2156 2097 Totals V. [Ib] Wall Lengths, [ft] v, [plf] Scheduled Shear Wall Y1 m 2242.4 16.2 138.4 51-6 Y2m 4495.2 37.9 118,E 61.6. Y3m 3965.7 28.8 137.7 51-6 Y4m 2096.7 25.2 83.2 51=6 i i 10/22/2018 Michael Leachman P.E. 9/1 7 Design Build 5ervice5, Inc. Engineering and Cometructlon Management 28119-120th 5t.S.E., Monroe,WA 98272 ` Phone/Fax#(360)793-9659 2015 IBC A5CE 7-10 Chapter 11 &12 Earthquake Loads From: httr)s://earthquake.usgs.gov/designmaps/us/api)lication.PhD Carla Hall Architecte-Birth Center Lat 48.1876 Long -122.128 Ss 1.055 Fa 1.078 S1 0.410 Fv 1.59 Assume Soil Profile D Sms=Fa*Ss 1.137 Sm1=Fv*S1 0.652 Seismic Design Category Sds=2/3(Sms) 0.758 D1 Sd 1 0.435 To seismic Load Roof Snow Load 25 psf 0 psf ASCE Section 12.14 Simplified Analysis V=F*Sds*W/R F= 1 One Story Cs E R V Wood Shear Panels 6.5 V= 0.12 *W 0.117 Section 12.14.3,1.3 Load Combination for Allowable Stress Design Va=0.7*V Factor Wood Shear Panels V= 0.08 *W 1 Loads W E V Roof+Attic 60240 walls 41265 Load to Roof 101505 8288 E-Building 101505 8288 i i I 10/17 Special Delivery Birth Center Seismic Areas ROOF 4541 SF WALLS 641 LF r - - 7L - - - -I Y4 I I J L I IBIS SF I I Y3 I I - - - - J I 15135F T2 I I I I 2055 SF I � 1 YI r - - - - - - - - - - L - - - - - � XI 2012 SF X2 1588 SF X3 1341 SF I X4 Y4 84S SF Y3 ATTIC 1011 SF WALLS 20-1 LF 228 SF t2 516 SF 561 SF Xi X2 X3 i 11/30/2018 Michael Leachman P.E. 11/17 Design Build Services, Inc. Engineering and Conotructlon Management 28119-120th 5t.S.E., Monroe,WA 98272 Phone/Fax(360)795-9659 D)Seismic Roof+Attic Area 6.024 sf Seismic Shear 8288.: 1 8288; D.1)Front X-X Distribution Factors Distribution Diaph. Between A[ef] Load[Ill] Xin X(i+1)n Xin X(1+1)n X1m-X2m 2528 3475.1 0.45 0.52 1669 1809 X2m-X3m 2149 2956.7 0.50 0.50 1478 1478 X3m-X4m 1347 1853.2 0.55 0.45 1019 634 Totalo V,(lb) Wall Lengthy.[fG] V. fplfj Scheduled Shear Wall X1m 1669.5 28.5 58.6 51-6 X2m 3286.9 36.8 59.5 51-6 X3m 2497.6 26.6 93.9 51-6 X4m 834.0 14.7 56.7 51-6 D.2)5fde Y-Y(Addition Load Only) Distribution Factors Distribution Diaph. Between A[of] Load [IVI Yin Y(1+1)n Yin Y(1+1)n I Y1m-Y2m 2055 2827.3 0.55 0.45 1555 1272 Y2m-Y3m 1801 2477.9 0.50 0.50 1239 1239 Y3m-Y4m 2168 2982.8 0.50 0.50 1491 1491 Totals V. fill] Wall Lengthy, [ft] V. [plf] Scheduled Shear Wall Y1m 1555.0 16.2 96.0 51-6 Y2m 2511.2 57.9 66.3 '61-6 Y3m 2730.3 28.8 94.8 .51-6 Y4m 1491.4 25.2 59.2 51-6 I 12/17 N U N U 3E 3E 2 ) i U 3 E . 3 •E � 'o�C910`;9 � 01019<0C9 � O �to N N CA 1p to lA :3 -'Z :3 -Z i � � 3lOC9C9 � � 30009C9C9 r p O O OCD (0C4 0.-00 N ��? L1J o a� O O tp ' r I� O_;.O Ir? 9 N. rn co S o.. 'QE — rnNm cc W u I t Z d Cfl Z 0) 0) r U t} 5 CO In [F I- M 00 a) � [� � � M � '� 1- 00 W J II II cl- u r r II II u r r uLQ 3 � N II N t17 II N nllj L s S S S S s S S j U tO Ik r -zs M o0 O ICJ N la � � err N n � rrr 01) Nam{ }S � U U N g *' C 3 « s Lq t` .n 0 <9 u CS C9 (A Ln O cfj LDco 0cif lf) O +' u N � u cL v u Li (3.to O N ON ..� ONs ocoCOtO `D,L6 N N d3 l� d N 3 N cp S: o 3 o i o u 43 II II 0 II II u u C9 sY N td al to: N Lq T i S S S S S S S S l6 � LLJ K7 � � 3 3 L L m ' U 4-i Q 42 S S O4-� X � Q X E F ' L 'Q i � =` XX L LL IL. s -1 s J Q IF Z S � L •L i L W N W U ui Q Q i i I Michael Leachman P.E 13/17 Design Build 5ervice5, Inc. Engineering and Construction Management 28119-120th 5t.5.E.,Monroe,WA 98272 Phone/Fax(360)793-9659 i ' F.) Hold Down Calculations Carla Hall Architects-Special Delivery Birth Center } Wind 5eismic Grid Line v, [plf] V. [plf] X1m 100.4 01.2 Y1m 115,E 80.2 X2m 130.1 59.3 Y2m 118.6 66.3 X3m 148.5 93.9 Yam 126.7 87.2 X4m 122.9 56.7 Y4m 83.2 59.2 Second Floor Height 8.00 ft First Floor Height 9.00 ft i Uplift Force Tables Grid Line Pw jib] Ps [Ib] X1m 903.5 550.4 Y1m 1040.3 721.4 X2m 1170.7 803.9 Y2m 1067.5 596.3 X3m 1336.5 845.1 Yam 1140.3 785.1 X4m 1106.2 510.6 Y4m 748.8 532.6 ": 'I50; if-No Hold Downs Req'd I I I i i 14/17 I SHEAR WALL PER PLAN NAILINGCR PLATE ` SEE SCHEDULE i DBL JOISTS OR PSL SOLID BLOCKING (GLUE) (® JOIST PARALLEL (6 JOISTS PERPENDI- TO SHEAR WALL) CULAR TO SHEAR WALL) W/ A-35 PER COL 6 W/ A-35 PER COL 6 DOUBLE JOIST OR BLOCKS WHERE DOUBLE PLATE NAILING REQb C INTERIOR SHEAR WALLS TO 1 FLOOR BELOW I I i i i i I i I 15/17 VARIES NAIL THRU ROOF SHEATHING ' TO 2X4 BLOCKS (TYP) •,r, I i 2X4 BRACE (3) 12d(TYP) 2X4 BLOCKS ABOVE SHEAR WALL FG'D TRUSSES 0 24" O.C. 45° MAX A35 CUPS PER SHEAR WALL SCHED. INTERI SHEAR qALL DBL TOP PLATE I E TRUSS DIAPHRAM I (INT. SHEAR WALL TO PERPENDICULAR ROOF TRUSSES) I 16/17 a � _ Z � iw— _J V- cj O O U O� U � O met I W( O Q m ® [D .0 N z J Z® c O X Q _ ® OO Q N N Z .wJ!3 J d L W LLJ W Q Q Q ZC Eno� Zzm zo� J Q � of (DF' ►� N3 NOOK � Z 3 = O L _Q (n 0 a w C ociF- z CO cn N Q O i I� i 0 0 0 0 0 0 0 017/ 7 Design Bulld Servicee, Inc (3ro0)IW-%59 - Shear Wall Schedule - Rev 8c - 11/13/17 7- SHEATHING NAILING END STUDS PLATE NAILING A35/RBC 1/2" A.B. (MIN) 12d ®TOP PL. SPACING UNBLOCKED BLOCKED G1-7 1/2" Sheetrock 5d Wallboard 07" o.c. 1 2X4 1 Row ® 14" 3'-6"o.c. 1/2" ® 6' 100 125 G1-4 1/2" Sheetrock 5d Wallboard ®4" o.c. 1 2X4 1 Row ® 11" 3'-0"o.c. _1/2" ® 6' 125 150 G1-4+ 5 8" Sheetrock 6d Wallboard ®4" o.c. 1 2X4 1 Row'® 9" 2'-6"o.c. 1/2" ® 6' 145 175 G2-7 1/2" S eetrockl 5d Wallboard ®7" o.c. 1 2X4 1 Row ® 7" 1'-9"o.c. 1/2- ® 6' 200 250 G2-4 1 1/2" Sheetrock I Wallboard 04" o.c. 2-2X4 1-2X6 1 Row ® 5" 1'-5"o.c. 1/2" ® 4' 250 300 LRP 16' LATERAL RESTRAINT PANEL - Max Ratio 6:1 w min. 4x Header 600 Lb TOTAL REF 2'-0" or wider LATERAL RESTRAINT PANEL 515 Lb/ ft. APA Based on APA TT-100F Rev April 2014 Higher Values are allowed based on Tables in Technical Topic ALL WALLS BLOCKED TT-100 Edge Nailing HF Spacing HF TYP HF WIND S1-6 7 16" OSB Bd 06"o.c. or 16a Staple ®4" 2-2X4 1-2X6 1 Row 07" 2'-0"o.c. 1/2' ® 6' 215 300 S1-4 7 16" OSB Bd Wo.c. or 16a Staple 02.5"2 2X4 2X6 1 Row 05" '-5"o.c. 1/2" ® 4' 310 434 S1-3 7 16" OSB 8d ®3"o.c. 2-2X6 3-2X4 1 Row 04" 1'-0'o c. 5/8" ® 1.7' 400 560 S1-2 7 16"_OSB 10d 02"o.c. 1-DF 2-4x4 2 Row 02.5" 8"o.c 5 8" ® 2.5'** 544 763 S1-2PI 8" Pl o d_ 10d 02"o.c. 1-DF#2-4x4 2 Row 02.5" 8"o.c. 5 8" ® 2.5'** Boo 1120 S2-6 7 16" OSB Bd 06"o.c, or 16q staple 04" 3-2x4 2-2x6 1 Row 03" 5 8" ® 1.5' 30 600 S2-4 7 16" OSB Bd Wo.c. or 16 staple 02.5" 4-2x4 3-2x6 2 Row 05" 5 8" ® 2.7'** 6 0 1 S2-3 7 16" OSB 8d @3"o.c. 4-2x6 1-4x4 2 Row 03.5" 6" 5 8" ® 2'** 20 S2-2 7 16" OSB 10d Wo.c. 1-Dr -4x6 2 Row 02" 4-o.c. 5 8" 0 1.3'** 1088 1525 Hold Down Schedule - Simpson or Equal Tension Wind Seismic Cracked A35 A35 - Detail 4 in Simpson Catalog 600 600 lb ® 1.6 H1 H1 - Truss to top plate lateral 415 415 lb ® 1.6 LSDTHS LSDTHB LSDTH8RJ-6" wall 00.5"-12"+ f. outside corner 1690 1220 lb 0 1.6 ISDTH8 LSDTHB LSDTH8RJ-B" wall 00.5"-12"+ f. outside corner 2230 1610 lb 0 1.6 LSDTH8 LSDTHB LSDTHSRJ-B" wall ®12"+ from corner 3115 2250 lb 0 1.6 STHD10 STHD10 STHDi0RJ-6" wall 00.5"-15"+ f. outside corner 2050 1435 lb ® 1.6 STHD10 STHD10 STHDiORJ-8" wall 00.5"-15"+ f. outside comer 3145 2175 lb ® 1.6 STHD10 STHD10 STHDi0RJ-8" wall 015"+ f. outside corner 4755 3400 Jib ® 1.6 STHD14 STHD14 STHDI4RJ-6" wall 00.5"-21"+ f. outside corner 3200 2685 lb ® 1.6 STHD14 STHD14/STHDI4RJ-8" wall 00.5"-21"+ f. outside corner 4165 3500 lb ® 1.6 STHD14 STHD14 STHDI4RJ-8" wall 021"+ from corner 5345 3815 lb 0 1.6 HDU5_ HDU5 w/ 5 8" SSTB24 6" Wall Min 5" from Endwall 4470 3325 lb A.B./DF HDU5 HDU5 w/ 5 8" SSTB24 6" Wall Min 42" from Endwall 5025 3740 Ib A.B./DF HDUB HDUS w 7 8" SSTB28 B" Wall Min 5" from Endwall 7615 6395 lb A.B./DF HDUB HDU8 w 7 8" SSTB28 8" Wall Min 50" from Endwall 7870 7870 lb w-4.5DF ST24 ST 6224 to joist - MST37 w rim 2540 2540 lb ® 1.60 ST 6236 to Joist - MST 48 w/ rim 3695 3695 jib 01.60 ST60 MST60 ® rim 4830 4630 Jib 01.60 MST72 no rim _ _ 6730 1 6730 Jib 01.60 NOTES: Based on 2015 IBC and Industry Standards assume HF for wood material u.n.o. xl-x wall is sheeted on one side.x2-x is sheeted both sides. Hold-downs ore based on 2011 Simpson HemFir Values UNO. Toenoll use 0 rim to top plate requires 20% more nails than plate nailing values given 0 top plate. Toenails 0 GI-7/4 only Nails to be: BD 0.13lx25" 10D 0.1480" 12D 0.1484.25 16D 0.135'x3.5' Per AFPA SDPWS H:W ratio 20 max for sheetrock walls. All sheetrock wall sections w/H:W ratio of 1.5:1 to be blocked. Sheetrock walls not allowed in seismic zone E Anchor bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts(jammed). Min. Embedment length to be 12'In the footing. Simpson SSTB bolts can be subsltuted per the Catalog call-out& Rebor Is to be within 2' above and to the side of the head of the bolt and Simpson Strap Hold-downs. Gypsum Wall Nailing Is for all supporting members&wall to be unblocked unless noted otherwise. All OSB/Plywd walls to be blocked and have Min field nailing 0 127 ox. if panels are over J"thick or stud spacing less than 24"o.c.. *A35 0 top plate only required if R'un Joist is flush with Sheathing or 0 Interior wall &cannot be toe-nailed. **3x Mudsgl Required. 3x wall plates are required H sheeting is spliced on the plate. If spliced on rim double rim required for 1 1/2'nall penetration. Note mudsill shear can be different than the wall above, see calculation summary sheet All walls with shears over 3501/ft require 3x studs or blocking at panel joints. Double studs can be substituted when nailed together at shear wall nailing with 10d nails. All anchor bolt spacing between 350j/ft and 60D#/ft has been reduced by 50%to allow use of 2x plate. If 3x plate Is used bolt spacing can be doubled in these cases. ALL ANCHOR BOLTS ON SHEAR WALL LINES TO HAVE 3"X3"XO.229" WASHERS 2308.3.2, r From Mudsill edge on side with OSB/Plywood if shear over 200 PLF per SDPWS 4.3.6.4.3.. unless hold-downs provided at wall ends per exception. i 1 I 1 1 I I i L L O M n (O m N { N C N C N C C C N f6 C C r N 7 7 7 7 7 7 7 7 7 7 cm (n O O' O Q O O O Q a O O � J C C C C) C C1 c o 0 0 0 o c ! J J J J C C C C C C•C C C C C.0 p) 'O ,*+�+� �� (n V M O O O It OW LOM 00 w mV M 'ITE O 00 U) O) O0 Cl) 000 O O NMr M r r r N N N N O LL rNO N O to N O O LL C O CC) (D � 00 N M CD coD j N W 0 0 0 0 0 20 r a❑ (0 M (D V cOO Ot Omr 06 (04:- V cM N (D cq (UMO00N 2 M-M-0-0 V' NCl) = N �� NMrN0 C OWMC. a) (O N CO Cl) Q E Err OO V 7 to C -O f.- V N(D tO h h tO(D C � CDV MOON -0 V 00 )O r N N M 0) (O � N m D) OIU D) 01-00 �) m 0Il- M O) W aNM (OMN N O N (D h (O co O) (M 0) (O y O 00 (O V N to O r n fl r N OJ (D rNM CD tM rrti I- to 0 yJ V ON (Or jJ r r I ❑ r C❑ C � L^D) V Nf� M MMtO to(O ..... 0) V CO hN C-O �00 tO W O l0 00000M (D W OOd' tDN C (O� N 0) NO OI 0) f` V wt- � a wr- OOfNM V V V'� (/iJv MMM co MO .N J `- CON LO (.0 N Q d) r r r L Z ❑ > J 3 0 + n v m M M f` M N D_ + m V M 00 f` a t- )O m LO J '^'I (O M hN NN 00 (DO W C JJ (Dr- cl) T U) Ncl) 000 ❑ � N (DOI-m� (D (M M (O (n ❑J .4 ((0N (NO � J r r J (O T N CD N P P tO . LO J O: J N 0 O) (O N V r- w J V 0 00 J O V tO '_Q (O CD. 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V O; vO O•�.0000 NN — 0r r r NOOOr O a OO NNNOhm 00 toM 2 tifl- NMEDNN00NINM Q N N CD o ! r N O O.2 Z2 r U .. 0 n c a SOD I`Lo Lo 0 m N 0 0 0 O to 'O f�mm NOM V (00000 m N � h O n m 0 0 0)0 V• n (0 l0 N r- V cM (D 't r-m � 0 0) to NmN LO � 00 (Lir N cli JSV' v OMmM V' ❑ r r r r N r r r r r r C_ MONMN (OMMM OOOOD C'O �^0000 mOhO0 0000 N (DOmOO (OOMOOtO � [6 CD Om0MOOO M M N MN N 'yJvr,r LO0 (D NOmN cu 3 CN a� } ooONmtO N MtOMM (D mmt0 NO V' hOOOO J 'J O NOMOU) Lo mMp9�ppMNm J ODOON^ mMMmOm000 ❑ J N N M m r N N N J r r O N M T J J t LO � n J r 2t N 0tO NM 000n J mm O r0 (D0 0000 (n CD (O OOmM 'd N (+S (n N � 00 M(D tO V co to 0)Lc) M (O M co V' (D I,- } MMMNa0 M(DN J N r V J ❑ ❑ ..J It OD LO(O O m m a)(D O O O (O J mm MOM V' (00000 J r- ODNOD00 00(D It r, (Dr J ht._N N (Dvnm J m (DOmh(D � N CDC r NM J ^ NOOMMM V' r r r r r r r r r r r r�r J N N 0 M J m .0cn 001 N M V Cn �- It (V lU J Cl) O M t_ 00 Cl) CD 0 0 (0 J 0 0 0 0 0 0 1-0 0 J (D O (D V (D Cl) O tO tO h J (D ID co O V 00 CD V N V O 00 M �N�-(+S N rQN rtOO V NOmN rr rr r � �- �" J r OONNMm mM0a 0(� J mm MOILSO V co m00 O 00 MQN C) ❑ O .71— 00 M tO (D tO �Oto 1�CD MNM CO V CD 1`. MM NN M M 1N r r O Z C C 0 O LL L a a0 d';tO(D M'O p. 00 •S sO,(p.C�'O. t(�A (0O0 tm� cCDO [O M 00r O,,r) '(O(O t(�O(W� (Q�t M 00 pMp OQD��-m 7tt.US(D (n U c� U U U U) U U U U t)U' (n U U U U U () U U U U U U U 1 1 ., .. I I I iI Project:CHA-Birth Center f -10MIchael Leachman P.E. 5 Al Location:c47+cl36 Design Build Services, Inc. Footing L 28119-1201h St SE or [2015 International Building Code(2012 NDS)] Monroe,WA 98272 Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C. ENV/(4)min. StruCalc Version 9.0.2.5 11/14/2018 1:33:52 PM Section Footing Design Adequate i FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1404 psf Effective Allowable Soil Bearing Pressure: Qe= 1875 psf Required Footing Area: Areq= 6.74 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 19042 lb 10 in Allowable Bearing: Bear-A= 99450 lb I o Beam Shear Calculations(One Way Shear): 1 T 3 in Beam Shear: Vul = 6215 lb 1 Allowable Beam Shear: Vc1 = 16875 lb 3ft Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 16838 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 9704 lb Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 2930 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 12634 lb Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 19042 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 725 lb Factored Moment: Mu= 65691 in-lb Nominal Moment Strength: Mn= 251888 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.26 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES Pa©� Project:CHA-Birth Center Michael Leachman P.E. 7�5 /Location:c55+c55a Design Build Services, Inc. Footing _ 28119-120th St SE [2015 International Building Code(2012 NDS)] /�:":;, y "Monroe,WA 98272 Footing Size:3.0 FT x 3.0 FT x 10.00 IN Reinforcement:#4 Bars @ 9.00 IN.O.C.E/W/(4)min. StruCalc Version 9.0.2.5 11/14/2018 1:35:10 PM Section Footing Design Adequate FOOTING PROPERTIES LOADING DIAGRAM Allowable Soil Bearing Pressure: Qs= 2000 psf Concrete Compressive Strength: F'c= 2500 psi Reinforcing Steel Yield Strength: Fy= 60000 psi Concrete Reinforcement Cover: c= 3 in FOOTING SIZE Width: W= 3 ft Length: L= 3 ft Depth: Depth= 10 in Effective Depth to Top Layer of Steel: d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Woad Column Width: m= 6 in Column Depth: n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu= 1858 psf since Effective Allowable Soil Bearing Pressure: Qe= 1875 psf Required Footing Area: Areq= 8.92 sf Area Provided: A= 9.00 sf Baseplate Bearing: Bearing Required: Bear= 24000 lb 101n Allowable Bearing: Bear-A= 99450 lb c Beam Shear Calculations(One Way Shear): a1n Beam Shear: Vul = 7833 lb Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations(Two Way Shear): Critical Perimeter: Bo= 49 in Punching Shear: Vu2= 21221 lb FOOTING LOADING Allowable Punching Shear(ACI 11-35): vc2-a= 68906 lb Live Load: PL= 9837 lb Allowable Punching Shear(ACI 11-36): vc2-b= 81563 lb Dead Load: PD= 6884 lb Allowable Punching Shear(ACI 11-37): vc2-c= 45938 lb Total Load: PT= 16721 lb Controlling Allowable Punching Shear: vc2= 45938 lb Ultimate Factored Load: Pu= 24000 lb Bending Calculations: Weight to resist uplift w/1.5 F.S.: U.R.= 725 lb Factored Moment: Mu= 108000 in-lb Nominal Moment Strength: Mn= 251888 in-lb Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.62 in Steel Required Based on Moment: As(1)= 0.33 in2 Min.Code Req'd Reinf.Shrink./Temp.(ACI-10.5.4):As(2)= 0.65 in2 Controlling Reinforcing Steel: As-reqd= 0.65 in2 Selected Reinforcement: #4's @ 9.0 in.o.c.e/w(4)Min. Reinforcement Area Provided: As= 0.79 in2 Development Length Calculations: Development Length Required: Ld= 15 in Development Length Supplied: Ld-sup= 15 in NOTES i i COMPANY PROJECT / - Deslgn Build Services,Inc. Special Dellvery Birth Center 120fln St. Woodworks 2H 19--793-85 S.E. 1D2e astHa Highlandt, Monroe,WA 98272 Arlington,WA 08223 PH:380-793-9859 Carle Hell Archllads Nov.13,2018 12-04 64 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woodworks Bizet 11.1 1 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern start End start End Deed atrial DL L 289.e 269 p 2 w131 Live Partial UDL 0.10 7.72 579.1 579.1 plf w13] snow Partial UD1. 0.10 7.72 482.7 482.7 p11 4 c133 Dead Point 4.50 539 lb. 5 c133 Live Point 4.50 1035 lbs a c133 Snow Point 4.5D 663 is a 7-GT1 Dead Point 4.50 551 lbs GT1 Live Point 4.50 3450 lb. i�r;lE- Full UDL 9.7 lE Maximum Reactions(lbs)and Bearing Lengths(in): f-- -'-- T-9.7" Unf ecto red: Dead 1573 1797 Live 4027 4872 Snow 2167 2375 Feetoredi Total 6219 7232 Bea rinq: Length 2.46 2.93 Hln ie 'd 2.16 2.93 Maximum maQbn on at least one support Is fomifferent road combination than the Critical one for bearing design,shown here,due to Kd facts.See Analys a results forre on frOM criliCal load combination. b4 Glulam-Unbel.,West Species,24F.V4 DF,3412"x12" 8 laminations,3.112-maximum width. Supports All-Tlmbar-soft Column.D.FIr-L No Total tenth'T-6.T;Clear span:T-3,T,volume- 23 w.tt Lalerel support tope full,bottom-of supports; Analysis vs.Allowable Stress and Deflection using NOS 2015: criterion Anal sie Value Des n Value Unit ArsIV.is/Desin,g near xv rss 265 psi g Bending(+) 16=2305 Fb' =2400 psi fb/eb' a 0,96 Dead Dell'n 0.04 <L/999 Live Defl'n 0.13= L/709 0.21 1/360 in 0.51 Total Defy'¢ 0.17 L/536 0.30 L/290 in 0.45 1 Additional Data: FACTORS: F/E(pai)CD CH Ct CL CV Cfu Cr Cfrt Note. Cn-Cvr LCII Fv' 265 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 1.00o 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 _ 1.00 = E' 1.6 m111ton 1.00 1.0a 1.00 3 Endoy' 0.85 million 1.00 I.DD 1.00 7 CRITICAL LOAD COMBINATIONS; Sheet : LC 92 =D+L, V max- 6563, V design- 5560 lb. Bending(+): Lc N2 D+L, M= 16134 lb -ft Deflections LC N3 D+.75(L+st (live) LC 113 D+.75(L+9) Itotal) lwdead L=live S=snow N=wind I=inspect Lr=roof live Le-concentrated E-earthquake All LC'a axe listed in the Analysis output Load combinationst ASCE 7-10/ IBC 2015 CALCULATIONS: Deflection: EI- 907eO6 lb-in2 "Live"deflection Deflection from all non-deed loads (live, wind, snow..) Total Deflection= 1.00(Dead Load Deflection) +Live Load Deflection. Design Notes: 1.Wood Works analysis end design ere In accordance whh the ICC International Building Code(IBC 2015),the Nellonel Design Specification(NDS 2016),and NOS Design Supplement. 2.Please verify that the default defledlon limits are epproprlete for your appllcaUon. 3.Glulam design values ere for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI Al 901-2012 4.GLULAM:bxd-actual breadth x actual depth. 5.Glulam Beams shell be lalerelly supported according to the provisions of NOS Clause 3.3.3. e GLULAM:Dearing le Ih based on smeller of Pcoflenslon).Fco(comp'n). 1 ✓ i f COMPANY PROJECT 4 Design Build Services,Inc Special Delivery Birth Center WOO CI Wo r k s° 28119 Monroe, -1 A St.S.E. 102 EastArlington, Highland 3 Monroe,WA 96272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFIWANEWI?WOOD DESIGN Nov.13,2018 13:08 b5 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End I-W129 Dead Partia U L .05 S.65 293.4 293.4 pi 2 wl29 Live Partial UDL 0.05 5.05 586.7 586.7 plf 3 w129 Snow Partial UDL 0.05 5.05 466.9 488.9 plf Self-weight Dead Full UDL 6.0 if Maximum Reactions(Ibs)and Bearing Lengths(in): 5'-1.26" 7 1 0' 5' Unfacto red: Dead 748 748 Live 1467 1467 Snow 1222 1222 Factored: Total 2765 2765 Bearing: Length 1.26 2.26 ' Min re 'd 1.26 1.26 b5 Lumber-soft,D.Fir-L,No.2,4x8(3-112'V-1/4") Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:5-1.26';Clear span:4'-10.74";volume=0.9 cu.ft. Lateral support:top=full,bottom=at supports; This section F S the design check WARNING:This section violates the following design criteria:Bending Analysis vs.Allowable Stress and Deflection using NOS 2016: l Criterion Anal ais Valuc t>czi n value Unit Mal sia/Oc psi vl ai n near v - 111 Fv' 2ui Fv - 5 Bending(+) fb - 1353 rb' - 1345 psi fb/Fb' - 1.01 %p Dead Defl'n 0.02 = <L/999 Live Defl'n 0.06 = L/940 0.17 = L/360 in 0.30 Total Defl'n 0.09 = L/685 0.25 = 11240 in 0.35 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.D0 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 - D+.75(L+S), V max = 2765, V design - 2039 lbs !fi Bending(+): LC 03 = D+.75(L+S), M= 3457 lbs-ft Deflection: LC #3 = D+.75(1,+S) (live) LC 03 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 f CALCULATIONS: Deflection: EI = 178e06 lb-in2 t "Live° deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. t Design Notes: 1.WocdWorks analysis and design are In accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2016),and NDS Design Supplement. + 2.Please verify that the default deflection limits are appropriate for your application. 3.Sewn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4-1. 1 1 `i I i i COMPANY PROJECT 4 Deslgn Build Services,Inc- Special Delivery Birth Center O O • • O ■ PH:36-793-55 S.E. 102 East Highland Is IK ® Monroe,WA 98272 Arlington,WA 98223 PH:3B0-7B3-B859 Ceda Hell Architects Nov.13.201S 12:07 be SOFIIVARf FOR WOOD DESIGN - Design Check Calculation Sheet Woodworks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location If t] Magnitude Unit tern start End Start End c ea o'nt .59 a 2^cll2 Snow Point 4.59 130 tics 3 w129 Dead Be t UDL 4.59 7.59 65.1 65.1 plf 4 w129 Snow Portisl UDL 4.59 7.59 104.2 104.2 pit S c114 Dead Point 7.59 15 Ibe Sc119 Snow Point 7.59 21 lba 7 w125 Dead Partial UDL 0.09 9.59 397.5 397.5 plf 1 w125 Live P.rrial UDL 0.09 4.59 795.0 795.0 PIf 9 w125 Snow Partial UDL 0.09 9.59 662.5 662.5 plE Self-wet hE Dead Full UDL 7.3 1f Maximum Reactions(lbs)and Bearing Lengths(in) T-7.64" o' Unfactored: Dead 1360 e09 Live 2501 1073 Snow 2201 1243 Factot.cr 2546 Total 4097 Bearing: Length 2.11 1.12 MSn re 'd 2.15 1.12 b6 Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"A" 6 laminallons,3-1/2"maximum vddlh, Support&.All•Timber-soft Column,D.Flr-L No.2 Total length:7'-7.64';Clear span:T-4.36";volume= 1.7 cu.R. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2016: Crlterlen Mal aia Value Deal n Value Unit A0a1 ate/Deal n sheet v , Fv Pei v v0.58 Bending(+) fb=2133 Fb' -2760 psi fb/Fb' 0.74 Dead Defl'n 0.06 <L/999 Live De 11'n 0.14 1/632 0.25= L/360 in 0.57 Total Defl'n 0.20= L1447 0.38- L/240 1. 0.54 Additional Data: e ( FACTORS: F/E(pel)CD CM Ct CL CV CEU Cr Cftt Note.Cn-CVr LCI 1 Fv' 265 1.15 1.00 1.00 - - - - 1.01 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1 00 _ 3 F" 650 - 1.00 1.Do _ _ _ _ 1.00 - - E' 1.B million 1.00 1.00 1.00 3 Eminy' 0.95 million 1.00 1.00 - - - - 1.00 CRITICAL LOAD COMBINATIONS: Sheet , LC 13 =D+,75(L+s), V max- 4097, V design 3103 lice Bending(+): LC f13 -D+.75(L+S), M= 8004 lbe-ft Deflection: LC k3 =D+.75(LrS) (live) LC 03 -D+.75(L+SI (total) D-deed L=live S-snow W=wind I=impact Lr-roof live Lc=concentrated E=earthquake All LC'e are listed in the Analysis output Load combination.: ASCE 7-10/IBC 2015 CALCULATIONS; Deflectioni EI - 383.06 lb-in2 •Live" deflection-Deflection from all--dead load. (live, wind, a ow,.,) Total Defleotion= 1.00(Deed Load Deflection) +Live Load De flectio n n. Design Notes: 1.Wood Works analysis and design ere In accordance vdlh the ICC Inlemallonel Building Code(IBC 2015),the National Design Specification(Nos 2015),and NDS Design Supplement. 2.Please verity application.that the default deflection IImb are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A19D,1-2012 4.GLULAM:bxd=aolueI breadth x actual depth. 5.Glulam Beam&chell be laterelly suppoAed according to the prevlstons of NDS Clause 3.3.3. 6-GLULAM:beedn ten Ih based on smeller of F (lenslon.F (com'n. 3 i COMPANY PROJECT t Design Build Services,Inc. Special Delivery Birth Center WOO d Wo r k s� Monroe, ,WA St.S.E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 99223 PH:360-793-9659 Carla Hall Architects SOFTWARE FOR WOOD DESIGN Nov.13,201814:23 b10 Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 w117 ueaa Partial L pit 2 wll7 Snow Partial UDL 0.02 7.52 104.2 109.2 plf Self-weinht Dead Full UDL 1 6.0 1plf Maximum Reactions(lbs)and Bearing Lengths(in): 7'-6.5" Unfactored: Dead 267 267 Snow 391 391 Factored: Total 657 657 Bearing: Length 0.50- 0.50" Min re 'd 0.50+ 0.50• M nimum bearing length setting used;1/2"for and supports 1610 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") - Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:7'-6.5";Clear span:T-5.5';volume=1.3 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis value Design Value Unit Anel als/Dell n Sneer v = 32 Fv psi v Fv = .16 Banding(4) fb - 482 Fb' 1345 psi fb/Fb' = 0.36 Dead Defl'n 0.03 - <L/999 Live Defl'n 0.04 - <L/999 0.25 = L/360 in 0.17 Total Defl'n 0.08 - <L/999 0.38 = L/240 in 0.23 Additional Data: FACTORS: F/E(psiI CD CM CL CL CF Cfu Cr Cfrt Ci Cn LCR Fv' 160 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.is 1.00 1.00 1.000 1.300 1.00 1.00 2.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 2.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC $2 = D+S, V max - 657, V design - 546 lbs Bending(+): LC M2 = D+S, M= 1233 lbs-ft Deflection: LC M2 = D+S (live) LC M2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: E1 - 179"6 lb-in2 "Live" deflection - Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1 Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. , I i i - 4 COMPANY PROJECT Design Build Services,Inc Special Delivery Birth Center Wood Wo r ks® 28119 Monroe, 1 A 82 S.E 102 East Highland 3 Monroe,WA 98272 Arlington,WA 9B223 PH:360-793-9659 Carla Hall Architects SOFIWARFFOR WOOD DESIGN Nov.13,201812:09 b12 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location Ift] Magnitude Unit tern Start End Start End 1 wlI Dead Partial UDL p 2 wll2 Live Partial UDL 0.07 5.07 795.0 795.0 plf 3 wll2 Snow Partial UDL 0.07 5.07 662.5 662.5 plf 4 c110 Dead Point 3.07 155 lbs 5 c110 Snow Point 3.07 166 lbs Self-weight Dead Full UDL 9.9 Alf Maximum Reactions(Ibs)and Bearing Lengths(in): Unfactored: Dead 1079 1110 Live 1908 1980 Snow 1723 1756 Factored: Total 3662 3918 Bearing: 1 Length 1.77 1.79 Min re 'd 1.77 1.79 b12 Lumber-soft,D.FIr•L,No.2,4x12(3-1/2"x11-114") Supports;All-Timber-soft Column,D.Fir-L No.2 Total length:5'1 7811;Clear span:4-10.22";volume=1.4 cult Lateral support:top-full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Crlterl on Analysis Value Design Value Unit fv 9i E 2v, psi s/ ea Shear si = f 4 Bending(+) fb 808 Fb' - 1138 psi fb/Fb' = 0.71 Dead Defl'n 0.01 <L/999 Live Defl'n 0.02 <L/999 0.17 - L/360 in 0.14 Total Defl'n 0.04 <L/999 0.25 - L/240 in 0.15 Additional Data: FACTORS: F/E(psl)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN EV' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Eb'+ 900 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 3 Fcp 625 - 1.00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.56 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 03 - D+.75(L+S), V max - 3918, V design = 2400 lbs Bending(+): LC 03 = D+.75(L+S), M- 4972 lbs-ft Deflection: LC 03 = D+.75(L+S) (live) LC M3 - D+.75(I,+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All W e are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 664e06 lb-in2 "Live" deflection= Deflection from all non-dead loads (live, wind, snow-.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoddWorks analysis and design ere In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1. I I i COMPANY PROJECT t T Design Build Services,Inc. Special Delivery Birth Center WOOC�Wo r its® Monroe, ,WA St.S E 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFMARffOR WOOD DCSICN Nov.13,201812:13 b16 Design Check Calculation Sheet Woodworks Slzer 11.1.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End W Dead Partial UDL . 2 L L.-7 5 prF 2 W151 Snow Partial UDL 2.02 7.52 144.6 144.6 pit 3_j25 Dead Partial UDL 2.02 7.52 31.1 31.1 pit / j25 Snow Partial UDL 2.02 7,52 50.0 50.0 pit 5J 33 Dead Partial UDL 0.02 2.02 31.1 31.1 pit 6 j33 Snow Partial UDL 0.02 2.02 50.0 50.0 plf 7 b52 Dead Point 2.02 121 ibs 8 b52 Snow Point 2.02 185 lbs Self-weight Dead Full UDL 6.0 Pit Maximum Reactions(lbs)and Bearing Lengths(in) T-6.53" 7 Unfactored: Dead 414 494 Snow 615 741 Factored: Total 1029 1234 Bearing: I Length 0.50. 0.56 Min re 'd 0.50+ 0.56 'Minimum bearing length selling used:1/2"for end supports b16 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2'V-1/4") Supports:All-Timber-soft Column,D.Fir-L No,2 Total length:T-6.53';Clear span:T-5 47';volume=1.3 cult i Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2015: Criterion rAr"ial Value best a Volue Unit Anal sls/Drsi nhear Fv' = 2 r psi yr Fv' u3u Bending(+ 919Fb' = 1345 psi fb/Fb' = 0.68 ead Defl'n L/999Live Defl'n L/999 0.25 = L/360 in 0.32 Total Defl'n LJ675 0.38 = L/240 in 0.36 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max - 1234, V design - 1037 lbs Bending(+): LC #2 = D+S, M = .2349 lbs-ft Deflection: LC 112 = D+S (live) LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection - Deflection from all non-dead loads (live, wind, snow...) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4,1. I I i i -- 4 COMPANY PROJECT 15/ Design Build Services,Inc. Special Delivery Birth Center WOO d Wo r ks° Monroe, ,WA St S.E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 08223 PH:360.793-9659 Carla Hall Architects SOrTWAREEOR WOOD DESIGN Nov.13.201812:20 b19 Design Check Calculation Sheet Woodworks Sizer 11.1.1 1 Loads: Load Type Distribution Pat- Location Ift) Magnitude Unit tern Start End Start End i w144 Dead Parcia L u.02 5.02 65.1 65.1 p 2 w144 Snow Partial UDL 0.02 5.02 104.2 104.2 plf Self-wei ht Dead Full UDL 6.0 1f Maximum Reactions(lbs)and Bearing Lengths(in) Unfactored: Dead 178 178 Snow 260 260 - Factored: --- Total 438 438 Searing: ----- Length 0.50" 0.50+ Min re 'd 0.50" - 0.50" 'Minimum bearing length selling used:112`fof and supports b19 - Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-soft Column,D Fir-L No.2 Total length:S-0.5";Clear span:4-11.5';volume=0.9 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Anal ais Value Design Value Unit An aia/Dcai n sneer v - Eb - psi vl Fv' - Bending(+) fb - 214 Fb' - 1395 psi fb/Eb' - 0.16 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.01 = <L/999 0.17 = L/360 in 0.05 Total Defl'n 0.02 = <L/999 0.25 = L/240 in 0.07 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCfl Fv' 180 1.15 1.00 1.00 1.D0 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1_00 1_00 100 1.00 _ 2 FCp' 625 - 1.00 1.00 1..00 1.00 E' 1.6 million 1.00 1.00 '- - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.D0 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC N2 = IS, V max 438, V design = 329 lbs Bending(+): LC #2 = D+S, M = 548 lbs-ft Deflection: LC N2 = D+S (live) LC 112 - D+S (total) D=dead L=live S-snow W=wind I-impact Lr=roof live Lc=concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow..) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Woodworks analysis and design are In accordance with the]CC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i COMPANY PROJECT I t]� 4 Design Build Services,Inc Special Dell very Birth Center Wo o d Wo r k s� Monroe, ,WA St.S.E. 102 East Highland Dr Monroe,WA 96272 Arlington,WA 95223 PH:360-793-9659 Carla Hall Architects SOFTWAREFOR WOOD DESIGN Nov.13,2018 14:22 b22 Design Check Calculation Sheet Woodworks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End F w i 47-Dead Partial UDL .0 PIT 2 w140 Snow Partial UDL 0.03 5.07 129.0 129.0 plf 3 jl Dead Partial UDL D.03 4.53 201.1 201.3 plf 4 jl Live Partial UDL 0.03 4.53 300.0 300.0 plf 5 jl Snow Partial UDL 0.03 1.53 120.7 120.7 plf 6_jll Dead Partial UDL 4.53 5.07 135.3 235.3 plf 7_jll Live Partial UDL 4.53 5.07 237.5 237.5 plf 0 jll Snow Partial UDL 4.53 5.07 76.2 76.2 plf ,Self-weight Dead Full VOL 6.0 Plf Maximum Reactions(lbs)and Bearing Lengths(in) 5'-0.79" 5' Unfactored: Dead 722 700 Live 746 728 Snow 623 610 Factored: 1703 Total 1751 Bearing: Length 0.00 0.78 Min re 'd O.BO 0.78 b22 Lumber-soft,D.Fir-L,No.2,4xB(3-1/2"x7-1/4") Supports:All-Timber-soft Column,D.Fir-L No Total length:5'-0.79";Clear span:4-11.21";volume=0.9 cu.ft. Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear ry I F`v = o, psi fv Fv` = u. Bending(+) fb = 855 Flo' = 1345 psi fb/Fb' = 0.64 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 = <L/999 0.17 - L/360 in 0.19 Total Defl'n 0.07 = LJ900 0.25 = L/240 in 0.27 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCP Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fig 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 million 1.00 1.00 - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 113 - D+.75(L+S), V max = 1685, V design = 1308 lbs Bending(+): LC 03 - D+.75(L+S), M = 2164 lbs-ft Deflection: LC 43 - D+.75(L+S) (live) LC 113 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E-earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 170e06 lb-in2 "Live" deflection - Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the]CC International Building Code(IBC 2015),the National Design Speolflcation(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.41 I :1 I I I COMPANY PROJECT I/ 4 Design Build Services,Inc. Special Delivery Birth Center Woodworks® Monroe, A St.2 102gton Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9559 Carla Hall Architects SORWAREFOR WOOD DESIGN Nov.13,201812:46 b23 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location (ftl Magnitude Unit - tern Start End Start End 1 ] 4 Dead Partia 11U u, a .03 .4 ,. Pr£ 2 J64 Live Partial UDL 0.03 6.03 245.D 245.0 plf 3 b5B Dead Point 6.03 760 lbs 1 4_b5B Snow Point 6.03 1250 lbs I` Self-weight Dead Full UDL 7.7 if Maximum Reactions(lbs)and Bearing Lengths(in) i ) Unfactored: Dead 511 775 Live 919 551 Snow 313 936 Factored: Tota ' l 1435 1892 Bearing: Length 0.65 0.66 Min recild 0.65 0.66 b23 I Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9-1/4") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:8'-0.76";Clear span:7'-11.24';volume=1.8 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Desi n Value Unit An sis/Desi n Shear v i v - e psi ry v = u. Bending(+) fb 920 Flo' = 1242 psi fb/Fb' = 0.74 i Dead Defl'n 0.04 <L/999 Live Defl'n 0.01 <L/999 0.27 - L/360 in 0.27 Total Defl'n 0.14 L/693 0.40 - L/240 in 0.35 I Additional Data: FACTORS: F/E(psi)CD CM, Ct CL CIF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 3 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 93 - D+.75(L+S), V max = 1886, V design = 1686 lbs Bending(+): LC 03 = D+.75(L+S), M= 3827 lbs-ft Deflection: LC #3 - D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I-impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 369eO6 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow-) i 'Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. 1 rD1sign Notes: ood Wanalysis and design are in acwrdance with the ICC Inlemalional Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement arifythat the default deflection limits are appropriate for your application. awn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i 4 COMPANY PROJECT 18/9 Design Build Services,Inc. Special Delivery Birth Center Wood�IVorks° Monroe120th St A98272.E 102 East ton,W 98223and r. Monroe,WA9B272 Arlington,WA 98223 PH:360-793-9659 Carle Hall Architects SOF7WAREFOR WOOD DESfON Nov.13,201813:46 b29 Design Check Calculation Sheet Wood Works Sizer 11 1 1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit __ tern Start End Start End 1�b Dead Pull _UDL 94. plf 2_j5 Live Full UDL 275.0 plf 3 j15 Dead Partial UDL 0.02 2.02 111.5 111.5 plf 9 j15 Live Partial UDL 0.02 2.02 325.0 325.0 plf 5 j16 Dead Partial UDL 2.02 3.05 111.5 111.5 plf 6 j16 Live Partial UDL 2.02 3.05 325.0 325.0 plf Self-wei ht Dead Full UDL 6.0 if Maximum Reactions(lbs)and Bearing Lengths(In) 0'I I3' Unfactored: Dead 320 323 Live 906 914 Factored: Total 1226 1237 Searing: - Length 0.56 0.57 Min re 'd 0.56 0.57 b29 Lumber-soft,D.Fir-L,No.2,4x8(3-112'W-114") Supports:All-Timber-soft Column,D Fir-L No 2 Total length:V-0,56";Clear span:2'-11.44';volume=0.5 cu.ft Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Criterion Analysis Value Desi n Value Unit Anal sis/Deli n Shear v 1 Fv = i psi rvi v = Bending(+) fb = 351 Flo' = 1170 psi. fb/Fb' = 0.31 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 <L/999 0.10 = L/360 in 0.06 Total Defl'n 0.01 <L/999 0.15 = L/240 in 0.06 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.0D - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million L.oD 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V max - 1210, V design - 700 lbs Bending(+): LC 112 - D+L, M - 913 lbs-ft Deflection: LC #2 - D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 176e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WocdWorks analysis and design are in accordance wllh the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Savm lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i - 4 COMPANY PROJECT Design Build Services,Inc Special Delivery Birth Center WOO d WO r k S® Monroe. .WA St S.E. 102 Eastglon Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFTWARE FOR WOOD DESIGN Nov.13,201812:17 b31 Design Check Calculation Sheet WoodWorks Sizer 11 1.1 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End 1 c 4 Dead Point 1. 1 29ut Ds 2 c64 Snow Point 1.61 4232 1bs 3 w142 Dead Partial UDL 0,11 9.11 13.D 13.0 plf 4 w142 Snow Partial UDL 0.11 9.11 20.8 20.0 plf Self-wei ht Dead Full UDL 1 7.3 plf Maximum Reactions(lbs)and Bearing Lengths(in); f V-1.66" 0' Unfactored: Dead 2514 576 Snow 3621 799 Factored: -- -- Total 6134 1375 Bearing: Length 2.70 0.60 Min re 'd 2.70 0.60 1531 Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"x9" 6 laminations,3-112"maximum width, Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:9'-1.65";Clear span:V-10.35";volume= 2.0 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2016: Criterion Mal sla Value Des1 n Value Unit An sia/Dual n Shear fv . 29 Fv' 305 psi v Fv' = v.y5 Bending(+) fb = 2325 Flo' = 2760 psi fb/Fb' = 0.84 Dead Defl'n 0.11 - <L/999 Live Defl'n 0.15 - 1/117 0.30 - L/360 in 0.50 Total Defl'n 0.26 - 1,/421 0.45 - L/240 in 0.57 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn+Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 ( Fop' 650 - 1.00 1.00 _ _ _ _ 1.00 _ = - E' 1.8 million 1.00 1.00 1.00 2 Eminy' 0.65 million 1.00 1.00 - - - - 1.00 - - 2 ItE CRITICAL LOAD COMBINATIONS: Shear LC 02 = D+S, V max = 6134, V design = 6099 lbs i Bending(*): LC #2 = D+S, M = 9155 lbs-ft Deflection: LC 02 - D+S (live) LC #2 = D+S (total) D=dead L=live S�snow W=wind I=impact Lr=roof live Le-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 303e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow_.) Tots Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015).and NDS Design Supplement. 2.Please verify that the default deflection Ilm#s are appropriate for your application 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190.1-2012 4.GLULAM:bxd-actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according t0 the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). i ,, i 4 COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center WoodWorks® 26119-120th St.S.E. 102 East HaHighland Dr. Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFtWANFFOR WOOD DESIGN Nov.13,20iB 14:08 b32 Design Check Calculation Sheet WoodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End j19 Dead Partial UDL e.0i 4. , iai.o iii.o pit 2_jl4 Live Partial UDL 0.07 4.57 325.0 325.0 plf 3_jl5 Dead Partial UDL 4.57 6.57 111.5 111.5 plf 4_jl5 Live Partial UDL 4.57 6.57 325.0 325.0 plf 5_j27 Dead Full UDL 39.5 plf 6 j27 Live Full UDL 125.0 plf Self-Weight Dead Full UDL 5.7 plf Maximum Reactions(lbs)and Bearing Lengths(in): .� 6'-7.63" 01 Unfact"red: Dead 512 512 Live 1471 1471 Factored: 1983 Total 19B3 Bearing: Length 1.63 1.63 Min re 'd 2.63 1.63 b32 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-114") Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:6-7.63";Clear span:6'4.37";volume=1.3 cu.ft. Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis Desi n shear fv . _ Fv iso psi v/Pv Bending(+) fb - 699 Fb' - 935 psi fb/Fb' - 0.96 Dead Defl'n 0.02 - <L/999 Live Defl'n 0.07 - <L/999 0.22 - L/360 in 0.32 Total Defl'n 0.09 - L/823 0.33 - L/240 in 0.29 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 150 1.00 1.00 1-00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V max = 1972, V design = 1463 lbs Bending(+): LC N2 = D+L, M = 3204 lbs-ft Deflection: LC N2 = D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 129e06 lb-in2/ply "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.41, 4,BUILT-UP BEAMS:it Is assumed that each ply Is a single continuous member(that is,no butt Joints are present)and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required i COMPANY PROJECT � 1� Design Build Services,Inc Special Delivery Birth Center WOOCI Wo r ks° -1 St Monroe, S.E. 102 East Highland Monroe,WAA 98272 Arlington,WA 96223 PH:360-793-9659 Carla Hall Architects SOFIWARFFOR WOOD DESIGN Nov.13,2018 14:11 b33 I iDesign Check Calculation Sheet WocdWorks Sizer 11,1.1 I Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End J 21 Dead Full UDL 39.b p 2_j27 Live Full UDL 125.0 plf 3 j31 Dead Partial UDL 5.56 6.56 102.9 102.9 plf 4 j31 Live Partial UDL 5.56 6.56 300.0 300.0 plf 5 j32 Dead Partial UDL 0.06 5.56 102.9 102.9 plf 6_J32 Live Partial UDL 0.06 5.56 300.0 300.0 plf Self-wei ht Dead Full UDL 5.7 if Maximum Reactions(lbs)and Bearing Lengths(in): 0' 6, Unfactored: Dead 484 484 Live 1389 1389 Factored: 1873 Total 1873 Bearing: Length 1.54 1.54 Min re 'd 1.54 1.54 b33 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-114") ' Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:6-7.54';Clear span:V-4,46';volume=1.3 cu.fL Lateral support:top=full,bottom=at supports:Repetitive factor:applied where permitted(refer to online help): i ! Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Deli n Value Unit Anal ala/Deal Spear fv - 7 Fv' 1 psi ry r = Bending(+) fb = e49 Fb' - 935 psi fb/Fb' Dead Defl'n 0.02 = <L/999 Live Defl'n 0.07 = <L/999 0.22 = L/360 in 0.31 Total Defl'n 0.09 = L/871 0.33 - L/240 In 0.28 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 2.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 = D+L, V max - 1863, V design = 1304 lbs Bending(+): LC #2 = D+L, M - 3027 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D-dead L=live S=snow W=wind I-impact Lr=roof live Lc=concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 Lb-in2/ply "Live, deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection .00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1-Wood Works analysis and design are in accordance with the ICC International Building Cade(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 4 BUILT-UP BEAMS:11 is assumed that each ply is a single continuous member(that is,no bull joints are present)and that each ply is equally lop-loaded.Where beams are side-loaded, special fastening details may be required. iJ i 22/ COMPANY PROJECT 4 Design Build services,Inc Special Delivery Binh Center st ighland Dr. WOOdWOrkS° 28119--793-Sl SE 102 E Hall Architects Monroe,WA 98272 Arlington,WA 08223 PH:3B0.783.9859 Cana Hell Amhltec9s Nov.13,201612:18 1,34 SOfrWAREPOR WOOD DESIGN i Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution Pet- Location Eft) Magnitude Vnit tern Ste tt End Start End Far a pif 2-j23 Live Paetiwl UDL 0.06 4.56 300.0 300.0 pit 3 j23 Snow Partial UDL 0.06 4.56 215.0 215.0 pit 4_124 Dead Patti•i UDL 4.56 5.56 226.2 226.2 pit 824 Live hoist UDL 4.56 5.56 237.5 237.5 pit 6_j24 snow Pattlal UDL 4.56 5.56 196.1 196.1 plc 7,2! Dead Patti UDL 0.06 5,56 31.1 31.1 pit a-}25 Snow Partial UDL 0.06 5.56 50.0 50.0 pit IJ26 Dead Pattlal UDL l,5fi B,S6 83.1 a3.1 pit 10 l26 Live Partial UDL 5,56 6.56 237.5 237.5 pit 11_j32 Deed Partial UDL 6.56 14.06 110.6 110.6 plc 12,32 Live Partial UDL P,56 14.06 300.0 300.0 pl[ I3�j33 Dead Partial UDL 5.56 1-56 31.3 31.1 pit 15,33 Snow PattLl UbL 5.56 1.56 50.0 50.0 pit 15 )3I (Dead Partial UDL 7.56 14.06 31.1 31.1 pl[ 16_j 34 :Snow Partial UDL 7.56 14.06 50.0 50.0 pit I 17 b51 IDead Point 5.56 3 1be 1 10b52 IDead Point 5.56 199 lbs 1!1,52 Snow Point 5.56 308 It, 20b66 IDead Point 9.56 911 1ba 23 b66 Snow Point 6.56 12331 Ibt Soft-wr1 ht bead Full U.L 11.2 pit Maximum Reactions(lbs)and Bearing Lengths(in): 14'-1.34" Unfactored: Dead 2202 1844 I Live 1966 1984 - ' Snow 1959 1445 Factored: Total 5146 4415 Bearing: Length 1.44 1.24 Mtn ra 'd 1.44 1.24 b34 Glulam-Unbal.,West Species,24F-V4 DF,5-1/2"x12" B laminations,5-112'maximum width, Supports:All-Timber-salt Column,D.Fir-L No.2 Total length:14'-1.34";Geer span:13'.10.68";volume= S.5 can. Lateral support,fop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Ctltation Mal al.Value Desi n Value unit Mal at,/Deal n j eat v pa v Bending(+) LD 1641 1b' =2760 psi rb/6'b' - 0.59 Dead Defl'n 0.19= L/Bel Live Defl'n 0.25= L/663 0.47 L/360 in 0.54 Total battle, O.S4. L/311 0.70= L/240 in 0.77 Additional Data: FACTOIL7: F/E(pai)CD CM Ct CL CV Cfu Cr Cfrt Note, C0 Cvr LCP Fv' 265 1.15 1.11 1.00 - - - - 1.00 I. 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.a00 1.000 1.00 1.00 1.00 1.00 - 3 rcp* 650 - 1.00 1.00 - E' 1.8 million 1.00 1.00 - - - - 1.00 lLdny' 0.85 million 1.D0 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 03 D+.75(L+S), V max= 5146, V design 4370 lbs Bending(+): LC 03 =D+.75(L+S), M= 18048 lba-1t Deflection: LC 03 D+.75(L+a) (live) LC 03 =D+.75(L+S) (total) D=deed L=live S=snow R=wind I=impact.Lr=roof live L-concentrated E-earthquake All LC'9 are listed in the Analysis output Load combinations: ASCE 7-10/ IBC 2015 CALCULATIONS: Deflection: EI= 1426e06 lb-in2 "Live"deflection Deflection from all non-dead loads Ili-, wind, 'no-) n Total Deflection 1.50(Dead Load Deflection) +Live Load Detlectia . Design Notes: 1,WoodWak►enslysis and design are In accordance%din the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values am for material[conforming to ANSI 117-2015 end manufactured In accordance vAlh ANSI A190.1.2012 4.GLULAM:bxd-actual breadth x actual depth. 5.Glulam Beams shall be leterelly supponed according fo the previsions of ND6 Clause 3.3.9. 0.OLULAM, bean lea N based on srnager of F tension 1 i i ., 4 COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center Woo d Wo r ks® Monroe, ,WA St.S E 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 90223 PH:360-793-9659 Carla Hall Architects SOFRYARE FOR WOOD DESIGN Nov.13.201812:12 b35 Design Check Calculation Sheet WoodWorks Sizer 11A.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End w Dead Portia VD . a 1I . 1 6. pit 2 w153 Snow Partial UDL 6.52 0.02 293.8 293.8 plf 3 j35 Dead Partial UDL 0.02 6.02 31.1 31.1 plf 4 j35 Snow Partial UDL 0.02 6.02 50.0 50.0 Plf 5_j36 Dead Partial UDL 6.02 6.52 31.1 31.1 plf 6 j36 Snow Partial UDL 6.02 6.52 50.0 50.0 Plf 7 b69 Dead Point 3.52 551 lbs 8 b69 Snow Point 3.52 740 lbs 9 b6B Dead Point 6.52 121 lbs 10 b6B Snow Point 6.52 185 lbs ht Self-wei Dead Full UDL 7.7 Plf Maximum Reactions(lbs)and Bearing Lengths(in): 8'-0 66" Unfactored: Dead 508 692 Snow 685 1005 Factored: 'Total 1193 1697 Bearing: Length 0.55 0.18 Min re 'd 0.55 0.76 b35 Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x9.1/4") Supports:All-Timber-soft Column,D.Flr-L No,2 Total length:0'-0.66';Clear span:T-11.34';volume=1.6 cu.ft. Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Mal sis Value Design Value Unit Analysis/Desi n Shear ry = 62 Eb' 201 psi fv%Fv' = 0.30 Bending(+) fb - 873 Fb' = 1242 psi fb/Fb' - 0.70 Dead Defl'n 0.04 - <L/999 Live Defl'n 0.06 - <L/999 0.27 = L/360 in 0.22 Total Defl'n 0.20 - L/947 0.40 = L/240 in 0.25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCO Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+S, V max = 1697, V design - 1329 lbs Bending(+): LC t)2 - D+S, M = 3632 lbs-ft Deflection: LC #2 = D+S (live) LC 42 - D+S (total) D-dead L-live S-snow W-wind I-impact Lr=roof live Le-concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection m Deflection from all non-dead loads Ilive, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your applicatlon. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. V, II I -- 4 COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center �N/OOd Wo r ks`R' 28119-Monroe 1 A St.S E 102 EastArlington, Highland 3 ` Monroe,WA 98272 Arlington,WA 96223 PH:360-793-9659 Carla Hall Architects SOFTWAREADR WOOD DESIGN Nov.13,2018 12:10 b36 Design Check Calculation Sheet WDodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 wii0 Dead Partial UDL 10 7.109 397 5 p w110 Live Partial UDL 0.10 7.10 795.0 795.0 plf 3 w110 Snow Partial UDL 0.10 7.10 662.5 662.5 plf. Self-weight Dead Full UDL 7.3 Plf Maximum Reactions(lbs)and Bearing Lengths(in): t r-2,3" 0. r Unfactored: Dead 1417 1417 Live 2783 2783 Snow 2319 2319 Factored: 5243 Total 5243 Bearing: Length 2.30 2.30 Min re 'd 2.30 2.30 b36 Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"xg" 6 laminations,3-1/2"maximum width, Supports:All-Tlmber-soft Column,D.FIr-L No.2 1 Total length:T-2.3';Clear span:6-9.7";volume= 1.6 cu.ft. Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015; erileriou Anal sis Value Design Value Unit Anal sia/Ceai n Shear .v Fv 5 psi fv/Fv 0. Be din fb = 2330 Fb' - 2760 psi fb/Fb' = 0.84 Dead Def 1'n 0.06 = <L/999 Live DI 1'n 0.15 = L/544 0.23 L/360 in 0.66 Total De£1'n 0.24 = L/350 0.35 = L/240 in 0.69 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1,00 3 Fb'+ 240D 1.15 1.00 1.00 1.000 1.000 1.00 I.DD 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D+.75(L+S), V max - 5243, V design = 3975 lbs Bending(+): LC 03 - D+.75(L+S), M - 9174 lbs-ft Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 383e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection - 1,50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and designers in accordance with the ICC International Building Code(IBC 2015),the National Design Speplficatlon(NDS 2015).and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provlslons of NDS Clause 3.3.3. 6.GLUTAM:besting length based on smaller of Fcp(tenslon),Fcp(comp'n). V i COMPANY PROJECT /n`/ Design Build Services,Inc. Special Delivery Birth Center Wood y r O �� Monroe, ,WA St.S.E. 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFn4ARF FOR WOOD DESIGN Nov.13,201814:28 b37 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1]I -w bead Fartla DL V. 4 3.0i plf 2 w10B Live Partial UDL 0.04 3.07 523.3 523.3 plf 3 wl08 Snow Partial UDL 0.04 3.07 611.1 611.1 plf Self-wei ht Dead Full UDL 1 6.0 plf Maximum Reactions(lbs)and Bearing Lengths(in): 0, 3 Unfactored: Dead 5BB 602 i Live 7B5 B04 � Snow 917 939 Factored: Total 1864 1909 Bearing: Length 0.95 0.87 Min re 'd 0.85 0.87 1337 Lumber-soft,D.Fir-L,No.2,4x8(3-112"x7-1/4") Supports:All-Timber-soft Column,D Fir-L No.2 Total length:3'-0.86';Clear span:Z-11.14";volume=0.5 cu.ft. Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: t Criterion Analysis Value Design Value Unit Anal ais/Deal n Shear v = 3 Fv' _ [ psi v Fv' = O.nl Bending(+) fb - 547 Fb' - 1345 psi fb/Fb' = 0.41 Dead Defl'n 0.00 = <L/999 Live Defl'n 0.01 = <L/999 0.10 = L/360 in 0.09 Total Defl'n 0-01 = <L/999 0.15 = L/240 in 0.08 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCtI Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 900 1.15 100 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fcp' 625 - 1..00 1.00 - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Em.in' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC N3 D+.75(L+S), V max - 1864, V design = 1069 lbs Bending(+): LC 43 D+.75(L+S). 14 = 1398 lbs-ft Deflection: LC N3 D1.75(Li S) (live) LC 03 + D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow-.) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015),the National Design Speclflcatlon(NDS 2015),and NOS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . i COMPANY PROJECT Design Build Services,Inc. Spacial Delivery Birth Center WOO d Wo r k s® ,WA St.S E. 102 East Highland Dr Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFrWAREFOR WOOD DESIGN Nov 13,201814:33 We ! Design Check Calculation Sheet i Wood Works Sizer 11,1.1 Loads: Load Type Distribution Pat- Location tft) Magnitude Unit tern Start End Start End W113 Dead Part lal UDL I 10.11 385.9 pit 2 w113 Live Partial UDL 0.11 10.11 523.3 523.3 plf 3 w113 Snow Partial UDL 0.11 10.11 611.1 611.1 plf Self-weight Dead Full UDL 9.7 if Maximum Reactions(lbs)and Bearing Lengths(in): -- -- 1U-2.74' U 1a Unfactored: 1978 Dead 1978 Live 2616 2616 Snow 3055 3055 Factored: 6232 Total 6232 Bearing: Length 2.74 2.74 Min re 'd 2.74 2.14 b37a - Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"x12" 8 laminations,3-1/2"maximum width, Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:10'-2.74";Clear span:9'-9.26";volume= 3.0 cu,ft, Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Criterion Mal sis value Design Value Unit Analysis/Deal n 5 ear fv = 1l� Fv a au5 psi rvi e'v' = v.a Bending(+) fb - 2226 Eb' = 2760 psi fb/Eb' = 0.61 Dead Defl'n 0.10 - <L/999 Live Defl'n 0.21 = L/568 0.33 L/360 in 0.63 Total Defl'n 0.31 - L/388 0.50 = L/240 in 0.62 I Additional Data: FACTORS: F/E(Psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn+Cvr LCN Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.65 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 03 = D+.75(L+S), V max = 6232, V design = 4843 lbs Bending(+): LC 93 - D+.75(L+S), M - 15579 lbs-ft Deflection: LC 03 = D+.75(L+S) (live) LC N3 - D+.75(L+S) (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 907e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 20115),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4.GLULAM:bxd=actual breadth x actual deplh- 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tenslon),Fcp(comp'n). 1 E COMPANY PROJECT 4 Design Build Services,Inc. Special Delivery Birth Center 'N/OO d Wo r k s® Monroe, ,WA St S.E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 96223 PH:360-793-9659 Carla Hall Architects SOFTWARE FOR WOOD DESIGN Nov.13.201814:06 b39 Design Check Calculation Sheet Wood Works Sizer 11.1-1 Loads: r F_j20 adEType Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Dead Full UDL pit Live Full UDL 400.0 plf lfDead Full UDL 2.9 pIf Maximum Reactions(lbs)and Bearing Lengths(in): 5'-2" I 0' S' Unfactored: Dead 160 180 � Live 1033 1033 Factoed: Totarl 1213 1213 Bearing: Length 2.00 2.00 Min re 'd 2.00 2.00 b39 Lumber n-p[y,Hem-Fir,No.2,2x10,1-ply(1-1/2"x9-1/4") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:5'-2 0';Clear span:4-10.0';volume=0.5 cu.ft. j Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using Nos 2016: Criterion Analysis Value Desi n Value Unit Anal pis/Desi n Shear fv - e4 F'v 150 psi v/Fv = U.56 Bending(+) fb = 823 Fb' 935 psi fb/Fb' = 0.68 Dead Defl'n 0.01 - <L/999 Live Defl'n 0.04 = <L/999 0.17 L/360 in 0.26 Total Defl'n 0.06 = <L/999 0.25 L/240 in 0.22 - Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 i.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 _ _ _ _ 1.00 1.00 _ - E' 1.3 million 1.00 1.00 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V max = 1174, V design = 773 lbs Bending(+): LC 02 - D+L, M - 1468 lbs-ft Deflection: LC 02 - D+L (live) LC #2 - D+L (total) D=dead L=live S=show W=wind I-impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i f . COMPANY PROJECT v/ Design Build Services,Inc. Special Delivery Birth Center woo d Wo r ks® -1 St S.E. 102 East Highland Monroe,WAA 98272 Arlington,WA 90223 PH:360-793-9659 Carla Hall Architects SOFrWARFFOR WOOD DESIGN Nov.13.201814:05 b40 Design Check Calculation Sheet Woodworks Sl2er 11,1,1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End I_j2 Dead Full UDL 66. p 2_j20 Live Full UDL 400.0 plf Self-wet ht Dead Full UDL 2.9 if Maximum Reactions(lbs)and Bearing Lengths(in): } B-2• i I 0' 5' Unfactored: Dead 180 180 Live 1033 1033 Factored: 1213 Total 1213 Searing: Length 2.00 2.00 Min re 'd 2.00 2.00 iI b40 1 Lumber n-ply,Hem-Fir,No.2,2x10,1-ply(1-112"x9-114")Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:V-2.0';Clear span:4'-10.0';volume=0.5 tuft. Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); i ! Analysis vs.Allowable Stress and Deflection using Nos 2015: 1 Criterion Analysis Value Des1 n Value Unit Anal sis/Dell n Shea fv = 84 Fv' a 150 psi Bending(+) fb = 823 Fb' - 935 psi fb/Fb' = 0.68 I Dead Defl'n 0.01 - <L/999 Live Defl'n 0.04 = <L/999 0.17 a L/360 in 0.26 Total Defl'n 0.06 - <L/999 0.25 = L/240 in 0.22 Additional Data: FACTORS: F/E(ps1)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 = - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 2 Fcp' 405 1.00 1.00 I.00 1.00 E' 1.3 million 1.00 1.00 - - - - 3,00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 a D+L, V max a 1174, V design - 773 lbs Bending(+): LC #2 - D+L, M = 1468 lbs-ft Deflection: LC 12 = D+L (live) LC 412 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Le-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance wllh the ICC International Building Code(IBC 2015),the National Design Specification(NOS 2015),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 �1 �� COMPANY PROJECT Design Build Services,Inc. Spedel Delivery Binh Center WO O �/Vo r k s® 28719 0-793,65 S.E. Car East l Architects is Monroe,WA 98272 Arlington,WA 98223 PH:360-783-9859 Cone Hell Archllods Nov.13.2018 14:02 b41 SOFLWANf FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution Pat- Location Ift] Magnitude Unit earn 5t•rt red Start End e.d Part n p 2 x154 Bno Partial UDL Yes 3.52 9.02 373.3 373.3 plf 5x155 Dead Partial UDL No 0.02 3.52 157.5 157.5 plf 4 ws$ Snox Partial UDL Yes 0.02 3.52 262.5 262.5 pit 5 j18 Dead Partial UDL No 6.52 9.02 43.3 93.3 pl! 6_j18 Live PerLieI UDL Y. 6.52 9.02 126.3 126.3 plf 7 j3 Dead Partial UDL No 6.02 6.52 37.8 37.0 plf 6_)3 Llve Pattlal UDL Yea 6.02 6.52 106.1 306.1 pit 9 j4 Dead Pattlal UDL No 3.52 6.02 37.0 37.8 pit 4 Live Partial UDL Y. 3.52 6.02 106.1 106.1 plf 11 35 0a.d Pa eclat uDL No 2.02 3.52 37.6 37.0 plf 123' L1Ve Partta1, UDL Y. 2.02 3.52 106.1 106.1 plf 15_jlo7 Dead Pattlal UDL No 9.02 10.02 36.7 36.7 plf 16 j107 Live Patt1.1 UDL Yes 9.02 10.02 225.0 225.0 plc SeTL-xs1 nt =d Full VOL No 5.7 It Maximum Reactions(lbs)and Bearing Lengths(in): 10'-025" Unfactored; Dead 91 1403 661 Live 36 564 535 Sno. 291 1962 056 Felt o zed: Total 302 3366 1704 B.a ing: Length 0.50+ 2.40 1.03 Min reed 0.501 2.40 1..3 'Mirdmum bear ng length Setting Uteri--11r for and supports _ Masimum reaction on at least one support Is from a different load combination then the critical one for bearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. b41 Lumber n-ply,Hem-Fir,Nd.2,2x10,2-ply(Wxg-114") Supports:All-Tlmbor-son Column,D,Fir-L No Total length:10'-O.25';Clear span:T-4.55",6'-429",V-11 491;volume=1.0 cu.tt. Lateral support:lop=full,bottom=at all supports;Repetitive factor.applied where permitted(refer to online help); Analysts vs.Allowable Stress and Deflection using Nos 2016: Calt.rion Anal ale Value Design Value Unit Anal.la/Oa.f n ur v v psi 0.4. Bending(+) fb 466 Fb' = 1075 pal fb/fb' 0.43 sending 4-1 fb 4B9 Fb' 095 psi fb/Pb' = 0.55 Dafiactlons Interior Dead 0.01=<L/999 Live 0.02=<L/999 0.18 L/360 in 0.10 Total 0.03 <L/999 0.28= L/240 1n 0.11 Cantil. Dead -0.01 <L/999 Live -0.01=<L/999 0.07 = L/180 in 0.17 Total -0.02= L/617 1 0.10 L/120 in 0.1P Additlonal Data: FACTORS: F/Etpsi1CD CM Ct CL CP Cfu Cr Cfrt CS Cn LCR W 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 050 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 13 Fb'- 650 1-15 1.00 1�00 0.832 1.100 1_00 1 00 1.00 1.00 4 F-P' 405 I.DD 1.D0 1.00 1.00 B. 1.3 million 1.00 1.00 - - - 1.00 1.00 13 Eein' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 13 CRITICAL LOAD COMBINATIONS: shear 1 LC 14 =D+S, V me ' 2070, V design= 1526 lbe Bending(+); LC X13=D+s (pattern: aSs), M- 1660 lb.-ft Bending(-): LC 04 D+S, M- 1743 lb.-ft Deflection: LC s13= (live) LC 413 a (cotal) D•dead L=live S=snow W=wind I-impact Lr=roof live L-concentrated E-earthquake All LC's are listed in the Analysis output Load Patterns: s=9/2, 1(=L+S or L+Lr, o pattern load in this span Load combinations: ASCE 7-10/ IBC 2015 m CALCULATIONS: Deflection: EI - 129eD6 lb-in2/ply - "Live"deflection -Deflection from all non-dead loads (live, wind, e..-I Total Deflection=1.00(Dead Load Deflection) +Live Load Deflection. Lateral stability(-): Lu=5'-6.00" Le=10,-2.81" RB=22.5 Lu based on full span; b-single ply width Design Notes: 1.Woodworks analysis and design are In accordance with the ICC International Building Code(IBC 2015).the National Design SpeclNcallon(NDS 2016),and NDS Design Supplement. 2,Please verify that the default denecllon limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other 6pans. 4.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. S.BUILT-UP BEAMS:it I.assumed that each ply Is a single continuous member(that Is,no butt Joints are present)and that each ply Is equally lop-loaded.Where beams are side-loaded,special fastening details may be required. 6.The villcal deflection value has been determined using ma:dmum backojpan deflection-Cantilever deflections do not govern design- i COMPANY PROJECT V V/ 4 Design Build Services,Inc. Special Delivery Birth Center WoOd Wo r ks® Monroe, ,WA St,S.E 102 East Highland Dr Monroe,WA 98272 Arlington,WA 98223 PH:380-793-9659 Carla Hell Architects FT SOWARE FOR WOOD DESIGN Nov.13,201812:08 b42 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End W119 Dead Partial UDL G 10.02 65.1 60.1 pi 2 w119 Snow Partial UDL 0.02 10.02 104.2 104.2 plf Self-wei ht Dead Full UDL 6.0 if Maximum Reactions(lbs)and Bearing Lengths(in): 10'-0.5" Unfactored: Dead 356 356 Snow 521 521 Factored: Total 876 876 Bearing: Length 0.50" 0.50' Min re 'd 0.50• 0.50* EerrpAfi aaulrte - r Irr for wit b42 Lumber-soft,D.Fir-L,No.2,4x8(3.1/2"x7-1/4") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:10'-0.5';Clear span:9'-11.5";volume=1.8 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Anal sla Value -Design Value I Unit I Anal sis/Desi n Shear v 4 Fv i psi v Fv' v.22 Bending(+) fb = 858 Fb' 1395 psi fb/Fb' = 0.64 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.13 = L/910 0.33 L/360 in 0.40 Total Defl'n 0.22 = L/541 0.50 L/240 in 0.44 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1.is 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 - D+S, V max = 876, V design = 767 lbs Bending(+): LC N2 - D+S, M - 2191 lbs-ft Deflection: LC #2 = D+S (live) LC 42 - D+S (total) D=dead L=live S=snow Fl=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 1-10 / IBC 2015 CALCULATIONS: Deflection: EI = 176e06 lb-in2 "Live" deflection - Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC Inlemalional Building Code(IBC 2015).the National Design Speclflcalion(NDS 2015),and NDS Design Supplement 2.Please verify that the default deflection limits are appropriate for your application. 3,Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I � i �- --- -- COMPANY PROJECT 31/ 4 Design Bulld Services,Inc. Speclal Dellvery Binh Center WO O CI Wo r k s 2H 19 0-793-85 S.E. Car East Highland is ® Monroe,WA 98272 Aninglon,WA B0223 PH:366783.11BSB Carle Hell Antillegs Nov.13.201B 12:48 D43 sOFrWAmFFOA WOOD DF99CN Design Check Calculation Sheet Wood Works Bizet 111.1 Loads: Load I Type Distribution II Pat- Location [ft) Magnitude Uni t tern Start End Start End 1 W sari er[el g L a 2S. 11 .1 1 tl.L p 2 w107 Bnow Pattlal UDL Yee 0.00 23.50 1BB.5 108.5 pl! Self-wet ht bead Full Vol No 6.0 if Maximum Reactions(lbs)and Bearing Lengths(in): 23'•6" 2 23'-B' trnfact*red. Dead 767 1412 975 Snow 1137 2001 1419 reeeored: 7ota1 1904 3493 2394 surinq r 1.engtA 0.59 1.22 0.74 n r 'd D,59.. 1.22 0.74" mum b6ar0rg length 00vemed by the required Wwtb of the SupfwROp meatier, Maximum reaction on st least one suppon is from a different load tomblasSon than the critical one for bearing design,shown here,due to Kd factor.Sea Analysis results for reaction from critical load Combination. b43 Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-soff Column,D.Flr-L No.2 Total length:23'-6.0';Clear span:I'11.71",V-11.11,9'-6,020,2'-11.63";volume=4.1 W.R. Lateral support:lop=full,bottom=at all supports; WARNING:Member length exceeds typical stock length of 20.0[R] Analysis vs.Allowable Stress and Deflection using Nos 2015; Critstion Mal ell Valuo Deal n Value Unit Mel aie/Deal n eat v. pa v Bending:+: fb 743 Fb' 1345 psi tb/f-b' 0.55 - Bending(-) fb- 1207 1b' - 1329 psi fb/Fb' - 0.91 Detleetlonr Interior Dead 0.04 <L/999 Live 0.10=<L/999 0.32 L/360 in 0.31 Total 0.16- L/732 0.47 L/240 in 0.33 Cantil. Dead -0.03 L/992 Live -0.06 L/380 0.13 L/100 1n 0.97 Total -0.10• L1236 0.20- L/120 in O.S1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCB Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 B Fb'+ 900 1.11 1.010 1.00 1.000 1.300 1.00 1.011 1,00 1.00 12 Fb'- 900 1.15 1.00 1.00 0.9BB 1.300 1.00 1.00 1.00 1.00 - B Fcp' 625 - 1'00 1.00 - - - - 1.00 1.00 E' 1.6 million I.011 1.00 - - - - 1.00 1.00 - 7 Ervin' 0.50 million 1.00 1.00 - - - 1.00 1.00 7 CRITICAL LOAD COMBINATIONS: Sheer r LC pa D+S (pattern: :13e), v sax- 1749, V design- 1530 Lbs Bending(+)r LC 612 .D+S (pa Item: eSeS), M= 1899 lire-Et Bending(-): LC me D+S (pattern: aSSe), M= 3084 lbe-ft Deflection: LC 07 (live) LC 07 - (total) D-dead L-live B=snow W-wind I=impact Lr=roof live Lc-concentrated E-earthquake All LC's are listed in the Analysis output Load Patterns: s-5/2, %=L+9 oL L+Lr, -no pattern load in this span Load combina tionsi ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 178e06 lb-in2 "Live"deflection-Deflection from nil non-dead loads (live, wind, s owl Total Deflection -1.5DIDead Load Deflection) + Live Load Deflection.n Lateral stability(-): Lu-9' Le=14'-9.25" RB-10.2, Lu based on full span [Design Notes: Wood Worksanalysis and design are in accordancewiththe ICC Inlemallonal BulldingCode(IBC2015),the National DeslgnSpeclilcanon(Nos 2015),and NOS Design Supplement. Please verify that the default deflection limits are appropriate for your application. Conllnuous or Canllievered Beams:NDS Clause 4.2.5.6 requires that normal grading provisions be extended to the mlddle 213 of 2 span beams and fo the full length of Camllevers and other spans.Sawn lumber bending members shall be laterally supposed according to the provisions of NDS Clause 4.4.1. The cdlkel de0ectlon value has been determined usingmaximum back-s an deflection.Cantilever denedIons do not ovem des:n. i COMPANY PROJECT 32/574 Design Build Services,Inc Special Delivery Birth Center Wo O�, A /Orks Monroe, ,WA St 27 102 East Highland Dr V`VJ Monroe,WA 98272 Arlington,WA 96223 (360)793-9659 Carla Hall Architects SOFnVARF FOR WOOD DESIGN Nov.15,2018 09:26 b45.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start End wl Dead Partial UDL .04 10. 13. 3.0 pit 2 w141 Snow Partial UDL 0.04 10.04 20.6 20.8 plf Self-wet ht Dead Full UDL 2.9 if Maximum Reactions(lbs)and Bearing Lengths(in) 10'-1' Unfactored: Dead 79 79 Snow 104 104 Factored: Total 184 184 Bearing: 0.50+ Length 0.50` Min re 'd 0.50+ 'Minimum bearing length setting used:1/2'for and supports b46 Lumber in-ply,Hem-Fir,No.2,2x1U,1-ply(1-1/2"x9-1/4") Supports:All-Tlmber-soft Column,D.Fir-L No.2 Total length:10'-1.0";Clear span:10';volume=1.0 c u.ft. Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Crlterlon Anal sis Value Design Value Unit Anal sls/beat n She,I Iv= 17 Ev' 1'iz psi rv)"e v' = U.iD Bending(+) fb - 260 Fb' 1075 psi fb/Fb' = 0.24 Dead Defl'n 0.03 = 4L/999 Live Defl'n 0.04 = <L/999 0.33 L/360 in 0.11 Total Defl'n 0.07 - <L/999 0.50 L/240 in 0.13 Additional Data: FACTORS: F/E(psi)CD CN Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - 6' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC lit = D+S, V max = 184, V design = 155 lbs Bending(+): LC 02 = D+S, M- 463 lbs-ft Deflection: LC 112 = D+S (live) LC #2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 129e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),end NDS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. f COMPANY PROJECT J J/ 4 Design Build Services,Inc. Special Delivery Birth Center WoodWorks® Monroe, ,WA St.S.E 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFrWARFFOR WOOD DESIGN Nov.13,201 B 13:50 b47 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1-w!58 Dead Partiai UDL 6.04 79.1 79.1 plf 2 w158 Snow Partial UDL 0.04 8.04 118.8 118.8 plf Load3 Dead Full UDL 80.0 plf Self-weight Dead Full UDL 1 5.7 vlf Maximum Reactions(lbs)and Bearing Lengths(in): Unfactored; Dead 662 662 Snow 475 475 Factored: Total 1137 1137 Bearing: Length 0.94 0.94 Min re 'd 0.94 0.94 b47 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-1/4") _ Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:B'-0.94';Clear span:T-11.06';volume=1.6 cu ft. Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Desi n Value Unit Anal sie/Deei n snear tv = 4 v� 172 Pei W- v = .[ Bending(+) lb = 636 Fb' 1075 psi fb/Fb' = 0.59 Dead Defl'n 0.06 - <L/999 Live Defl'n 0.04 - <L/999 0.27 L/360 in 0.16 Total Defl'n 0.10 - L/944 0.40 L/240 in 0.25 Additional Data: FACTORS: F/E(psllCD cm Ct CL CF Cfu Cr Cfrt Ci Cn LC# EV' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'• 050 1.15 1.00 1.00 1.000 1.100 1.00 1.0 0 1.00 1.00 - 2 Pcp' 405 - 1.00 1.00 - _ = = 1.00 1.00 - - E' 1.3 million 1.00 1.00 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 1.00 1.00 2 j CRITICAL LOAD COMBINATIONS: Shear : LC 02 w D+S, V max w 1134, V design 905 lbs Bending(fl: LC 02 - D*S, M- 2268 lbs-ft Deflection: LC 12 - D+s (live) LC 02 - D+S (total) D-dead L•llve S-snow W-wind I-impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 129e06 ib-in2/ply "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your appllcation, S.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4A.1. 4.BUILT-UP BEAMS:it Is assumed that each ply is a single continuous member(that is,no butt joints are present)and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required. i 1 it ..'. i I COMPANY PROJECT 3 Design Build Services,Inc, Special Delivery Birth Center 102 Wo o d Wo r k�° PH 360-79-9 59S.E. Carla H 1 l Architects hland Dr. Monroe,WA 08272 Arlington,WA 98223 PH:3I4`2018 614: Carla Hell Architects Nov 14,2016 14:49 1,50 SOF IVAREFOA WOOD DESIGN Design Check Calculation Sheet WuodWorks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location Eft] Magnitude unit tarn Stall End Start End l w a bee i UDL pit 2 w152 snow Paztial UbL S.08 4.59 321.1 321.1 Of 3 c121 Dead Point 6.58 305 ilea 4 cl21 Snow Point 6.50 482 lba 5 cl22 Dead Point 9.58 1200 Is. 6 c122 Snow Point ;.so 1926 1be 7_j7 Dead Partial UDL 6.58 1O.OB 94.3 94.3 Of B_j7 Live Partial UDL 6.SB 10.OB 275.0 275.0 plf 9_is Dead P.rLial UDL l'.OB 19.OB 94.3 94.3 pIE 10_jB Live Partial UDL 10.oB 14.08 275.0 275.0 pill 11 li Dead Partial UDL 11.OB 14.08 33.2 33.20 Of 12_j B3 Live Partial UDL 11.00 14.08 105.0 105.0 plc 13_j B9 Dead Partial UDL S.OB 11.00 53.2 33.2 Pill! 19_j B4 Live Partial UDL S.OB 11.OB 105.0 105.0 alit 15 j215 Dead Partial UDL 5.OB 6.58 103.5 103.5 p1f 16_5 215 Live Partial UDL 5.08 6.58 300.0 300.0 p1L 11 b5B Dead Point I.OB 760 1ba 16 b5B snow Point 5.OB 1250 1ba 19_b5Ba Deed Point 5.08 1800 1ba 20 bSBa Snow Point 5.06 3001 IM Self-wet ht Dead Full UDL 17.1 1 Maximum Reactions(lbs)and Bearing Lengths(in): 14'-1.93- -� O. 4 Unfictored• 2893 Deed 2862 Live 1121 2336 Snow 3893 3247 Fa eta red: Total 6755 7080 Bearing: � Length 1.89 min re 'd 1.69 1.98 Maximum reaction an at least one support Is Dom a different load combination than the cni cal one for bearing design,s11wm here,doe to Kd factor.See Analysis rest/Is for mattlon from drlllcai load Combination 1 b50 Glulam-Unbal.,West Species,24F-V4 DF,6-1/2"x13.1/2" 9 laminations,5-1/2'maximum wldth, Supports;All-Timber-soh Column,D.FIr-L No.2 Total length:141-1.93';Clear span:131-10.07°;volume- 7.3 cu.R. Lateral support:top=full,DoRam=at supports; I Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Mal ala V•lv b•ad n Value Unit M•1 •t•/Deal n sneer v- Fv s o psa - Bending(+) fb 2411 Fb' 276D psi fb/Fb' = 0.8'1 Dead Defl'n 0.23 L/716 Live Defl'n 0.32• L/526 0.47: L/360 in 0.68 Total Defl'n 0.67 L/250 0.70• L/290 in D.96 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CV Cfu Cr Cfrt Notes CnaCvr LCR E." 265 1.15 1.00 1.00 - - - - 1.00 1.00 1,00 4 Fb'+ 2400 1.15 1.00 I.00 1.ODD 1.000 1.00 1.00 1.00 1.00 - 4 Fcp' 650 - I'D) 1.00 - - - - 1.00 - -E. 1.8 million 1.00 1.00 - - - - 1.00 - - 3 eminy' 0.05 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear LC 94 =O+S, V emx= 6755, V design 6721 lb, Bending(+): LC B4 =O+S, M• 33561 ilea-ft Deflection: LC 43 =D+.75(L+SI (live) LC q3 D+.75(L+S) Ito tall D-dead L=live S=snow W=wind I=impact Lr=roof live L-concentrated E-earthquake All LC's are listed in the Analys Ss output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI- 2030e06 lb-in2 . Live,deflection=Deflection from all n n-deed loads (live, wnd, s ow.) Total Deflection 1.50(Dead Load Deflection) +Live Load OeflecLtlon.n Design Notes: 1.Wood Works analysis end design are In accordance with the[CC International Building Code(IBC 2015),the National Design SpeclRoatlon(NDS 2016),and NDS Design Supplement, 2•P1e43•vedfy that the default denoalon limits am appropriate for your application. 3.Gulam design values ere for matadais conformuig to ANSI 117-2016 and manufactured In accordance with ANSI A190.1-2012 4,GLUTAM:bxd=actual breadth x aNual depth. 5 Glulam Beams shell be laterally supported according to the provlslons of NDS Clause 3.3.3. 6_GLULAMt bearing length based on Smeller of F onion.Fc com0'n. I 1 ,{ I I 1 r 4 COMPANY PROJECT Design build Services,Inc- Special Delivery Birth Center 1'Wr000,Wo r ks® 28119 Monroe, 1 A St.S E. 102 EastArlington, Highland 3 Monroe,WA 98272 Arlinglan,WA 98223 PH:360-793-9659 Carla Hell Architects SOFrWARFil7R WOOD DENGN Nov.13,201 B 14:39 b51 Design Check Calculation Sheet Wood Works Sizer 11.1 1 Loads: Load Type Distribution Pat- Location [ft]l Magnit!9plf unit tern Start End Start oaol sac u l D ,0Piz Load2 Live Full UDL 53.3plf Self-wei ht Dead Full UDL 2.9 Maximum Reactions(lbs)and Bearing Lengths(in): T-- - 9'-6.57" Unfactored: Dead 90 90 Live 254 254 Factored: Total 344 344 Bearing: Length 0.57 0.57 Min re 'd 0.57 0.57 I I b51 Lumber in-ply,Hem-Fir,No.2,2x10,1-ply(1-1/2"x9-1/4") Supports:1-Timber-soft Column,D.Fir-L No.2;2-Lumber-soft Beam,D.Fir-L No.2; Total length:9'-6.57';Clear span:9'-5,43';volume=0.9 cu.ft. - Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value I Design Value I Unit Analysis/Design Shear tv = 31 Fv = �0 psi fv/Fv' _ Bending(+) fb 457 Fb' = 935 psi fh/Fh' = 0.49 Dead Defl'n 0.03 <t./999 Live Defl'n 0.03 = <L/999 0.32 = L/360 in 0.24 Total Defl'n 0.12 = L/9e0 0-47 = L/290 in 0.24 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCh Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.0o 1.00 2 Fb'+ 050 1.00 1.00 1.00 1.000 1.100 1.00 1.00 1,00 1.00 - 2 Fcp' 405 - 1,00 1.00 - - - - 1.00 1,00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0,47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC A2 - D+L, V max - 343, V design = 285 lbs Bending(+): LC N2 - D+L, M - 814 lbs-ft Deflection: LC 02 = D+L (live) LC k2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2 "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. F Notes:rks analysis and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Spec cation(NDS 2015),and NDS Design Supplement. verifyThal the default deflection limits ere appropriate for your application. mber bending members shall he laterally supported according to the provisions Of NDS Clause 4.4.1. 1 1 COMPANY PROJECT 4 Design Build Services,Inc Special Delivery Birth Center WOO d Wo r ks Monroe, ,WA St.2 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SWINAREFOR WOOD DESIGN Nov.13,2018 10:D7 b53 Design Check Calculation Sheet WDodWorks Sizer 11 1.1 Loads: Load Type Distribution Pat- Location [ftl Magnitude Unit tern Start End Start Find l ea Full UDL 109.9 ptf 2_j98 Snow Full UDL 161.5 plf 3 j101 Dead Partial UDL 11.08 12.58 165.0 165.0 plf 4_1101 Snow Partial UDL 11.00 12.5E 275.0 275.0 plf 5_J102 Dead Partial UDL 0.08 i1.OB 300.0 300.0 plf 6 J102 now Partial UDL 0.08 11.08 500.0 500.0 plf Self-wei ht Dead Full UDL 15.2 Plf Maximum Reactions(lbs)and Bearing Lengths(in) !• - 12'-7.83" , 1 p• 1 Unfactored: Dead 2653 2474 Snow 4127 3829 Factored: - Total 6780 6304 Bearing: - - Length 1.90 1.76 Min re 'd 1.90 1.76 b53 Glulam-Unbal.,West Species,24F-V4 DF,5-1f2"x12" 8 laminations,5-1/2"maximum width, Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:12'-7.83";Clear span:12'4.17";volume= 5.8 cu.fl, Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2019: Criterion Anal ais Value DesignValue Unit Anal a1s/Desi n Shear v = 2 v = au psi rvlFv c Bending(+) fb = 1911 Fb' = 2760 psi fb/Fb' = 0.69 Dead Defl'n 0.16 = L/925 Live Defl'n 0.25 = L/595 0.42 - L/360 in 0.60 Total Defl'n 0.41 = L/362 0.63 = L/240 in 0.66 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 _ i Fcp' 650 - 1.00 1.00 - - - - 1.00 - - • E' 1.9 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.65 million 1.00 1.00 - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 6759, V design 5604 lbs Bending(+): LC 02 - D+S, M = 21021 lbs-ft Deflection: LC #2 = D+S (live) LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1426e06 lb-in2 "Live" deflection= Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance w th the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance With ANSI A190.1-2012 4.GLULAM:bxd=actual breadth x aelual depth. 5 Glulam Beams shall be laterally supported according to the prov swos of NDS Clause 3.3,3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). 1 ✓ i COMPANY PROJECT Design Build Services,Inc. Special Delivery Binh Center and Dr. 'I�IoodWorks® 28118-120h9669 102East Hall litects Monroe,WA OS272 Arlington,WA 98223 PH:390-7g&BBSB CeAe Hell Architects N.V.13,201 B 15:15 b54 SOFTWAREFOR WOOD DESfGN Design Check Calculation Sheet Wood Works S¢er 11.1.1 Loads: Load Type Dlatributlon Pat- LOeatlon lit] Magnitude Unit tern start Led start U4 1 1 eJ Tcap•so dal No p Z 157 Snew Tfape:eldal Yoa 5.66 19.82 35.4 123.7 plf 3_161 Dead V.iangula[ No 0.02 S.fiB 0.0 22.1 pill 4_161 Snow T[laapulat Yes 0.02 5.68 0.0 35.4 pit !_39! Deed T[•peroldal No 0.02 19.82 55.9 129.6 plf 6�95 snow Trapatoldal Yes 0.02 19.82 84.0 207.7 p31 Self-w•! ht Dead Full VOL rro 9.4 1! Maximum Reactions(lbs)and Bearing Lengths(in): IV-10.44" 6' p 17•.59' Unfactofed• 1098 Dead 5 1921 snow 28 2826 1567 Factored: Uplift -582 2616 Total 5 4739 Bearin91 Length 0.50+ 1.79 1.20 Min r 'd 0.50• 1,79 2.20 'Min mum bee np htngth sithing or and supports Maximum reaction on at leas(one support Is from a different load combination then the critical one for bearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. b54 Lumber-soft,D.Fir-L,No.2,4x12(3-112"x11-114") Supports:All-Timber-soft Column,D.FM-L No.2 Total length:19'-10.44";Clear span:W-322%13'-8.73';volume=5.4 cu.R. _ Lateral support:top=full,bottom at all supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion An•1 ale value Design Value Unit Aral ale/One(n Psi 4 Bending(+) fb=1073 Fb' -113E pei fb/Fb' 0.94 Ben ding l-1 fb 1066 Fb' =1097 Pei fb/Fb' 0.97 Dead Defl'n 0.11 <L/999 Live Defl'n 0,16 L/985 0.45 L/360 in 0.37 Total Defl'n 0.33- L/494 0.67 L1240 Sn 0.49 Additional Data: ( FACTORS: F/E(psi)CD CM CC CL CIF Cfu Ce Cfrt CS Cn LCN FV' 1B0 1.15 1.00 1.00 OD 1.00 1.00 2 Fb'+ 900 1.15 1.00 1.00 1.-0,, 1.1D0 1.00 1.00 1.00 1.00 4 Fb'- 900 1.15 1.00 1.00 0.964 1.100 1.00 1.00 1.OD 1.00 2 Fep' 625 - 1.00 1.00 - _ = 1.Do 1.00 - - E' 1.6 million 1.00 1.00 1.00 1.00 4 F.min' 0.58 million 1.00 1.00 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Sheet r LC k2 =D+S, V fax= 2964, V design= 2663 lice Rending(+): LC 04 =D+S (pattern: 091, M- 6600 lbs-ft Bending(-): LC 82 D+S, IN 6561 lbs-ft Deflection: LC g4 (live) LC 44 (total) D--dead L=live 9-snow Nzaind I=impact Lr=roef live Le=concentrated E=earthquake All LC'e ar0 listed in the Analysis output Load Patterns: e=S/2, L=L+S or L+Lr, _o pattern load in this span Load combination-ASCE 7-10/ IBC 2015 CALCULATIONS: Deflection: ET- 664e06 lb-in2 "Live" deflection-Deflection from all non-dead loads (live, wind, snow..) Total Deflection-1.50(Dead Load Deflection) +Live Load Deflection. Lateral stability l-): Lu-13'-5.25" Le-24'-8,63" RB-16.5) Lu based on full span [Design Notes: WooditVorm Onotysls end design ere In accoroance with fine ICC International Building Code(IBC 2015),the National Design Spet;Acalion(NOS 2015),and NDS Design Supplement. int verily Ihat the defoult deflection Ilmils Oro appropriate forYour applit,1110M Continuous or Cantilevered Beams:NOS Clause 4.2.5.5 requires that normal graamg provisions be extended to the middlo 213 of 2 span beams and to the lull length of cantilevers and otherspens Sawn lumbar binding members shall Da latenahit supporied accenting to the provislons of NOS Clause 4.4.1. _ __ i COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center 'Wo o d Wo r k s® Monroe, ,WA St.S E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFTWARE FOR WOOD DFUrN Nov.13,2018 14:46 b58 Design Check Calculation Sheet Woodworks Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End 1 1-w!37 Dea6 PartialUDL , 300.0 300.0 pat 2 w137 Snow Partial UDL 0.0-1 5.07 Soo,0 500.0 plf elf--eight Dead Full UDL 5.7 plf Maximum Reactions(lbs)and Bearing Lengths(in) t -5'-1.66" Ll� I Unfactored: Dead 764 764 Snow 1250 1250 Factored: Total 2014 2014 Bearing: Length 1.66 1.66 Min re 'd 1.66 1.66 b58 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-1/4") Supports:All-Lumber-soft Beam,D.Fir-L No.2 Total length:6-1.66";Clear span:4-10.34";volume=1,0 cart. Lateral support;tap=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); I I Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Mal sis/D_ .esi n Shear fv = / Fv 1172 psi iv/Fv 4L Bending(+) fb = 706 Fic = 1075 psi fb/Fb' = 0.66 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.03 - <L/999 0.17 - L/360 in 0.16 Total Defl'n 0.04 = <L/999 0.25 = L/240 in 0.18 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' '405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.D0 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear 6 LC 02 = D+S, V max = 2014, V design 1336 lbs . e nd ing(,): LC #2 - D+S, M- 2518 lbs-ft Deflections LC #2 = D+S (live) j LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output r Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2/ply "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. - Design Notes: 1,Wood Works analysis and designers In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4 4.1. 4.BUILT-UP BEAMS:it is assumed that each ply Is a single continuous member(that Is,no bultjoints are present)and that each ply is equally lop-loaded.Where beams are side-leaded, i special fastening details may be required. t COMPANY PROJECT 4 Design Build Services,Inc. Special Delivery Birth Center 28119-OO(�Wo r ks® Monroe 1 A St.S.E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFTWAREFOR WOOD DESIGN Nov.14,201814;46 b5Be Design Check Calculation Sheet Loads: Wood Works Sizer 11.1,1 i Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1 w165 Dead Partial UDL 1 a pi 2 w165 Snow Partial UDL 0.09 12.09 500.0 50D.0 plf Self-wei ht Dead Full UDL 6.5 plf Maximum Reactions(lbs)and Bearing Lengths(in): 12'-213" I Unfactored: Dead 1851 1851 Snow 3000 3000 Factored: - Total 4851 4851 Bearing: Length 2.13 2.13 Min re 'd 2.13 2.13 b58a Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"x10-1/2" 7 laminations,3-112"maximum width, Supports:All-Lumber-soft Beam,D.Fir-L No.2 Total length:17-2.13";Clear span:11'487";volume= 3.1 cu.ft. - Lateral support top=full,bottom=at supports; This section Fy6c the design check WARNING:This section violates the following design criteria:Deflection Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Deal Value Unit Anal sis/Desi n Shear v I66 ie ps fv Fv = Bending(+) fb = 2715 Fb' - 2760 psi fb/Fb' = 0-96 Dead Defl'n 0.24 L/608 Live Defl'n 0.38 L/375 0.40 - L/360 in 0.96 Total Defl'n 0.62 L/232 0.60 - L/240 in 1.03 3 !O d Additional Data: • FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn+Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.D0 - - - - 1.00 - - - E' 1.6 million 1.00 1-00 - - - - I.DO - - 2 Fminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max = 4851, V design - 4072 lb. Bending(+): LC #2 = D+S, M = 14552 lbs-ft Deflection: LC #2 = D+S (live) LC H2 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 608 06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Glulam design values are for materiels conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190 1-2012 4.GLULAM:bxd=actual breadth x actual depth. S.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3 3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). i i I i COMPANY PROJECT Day16P1/eaNrie.lrlc. SpelWWNey BLlh Celle 7e119.1201Ha1 SE. tO 9.9 HIphUM D. WoodWorks® A/1U01,WA 2014W Arllpon,WA 9S2L] PRXO. 1,w4 Cak Hd Archh" 1r>i.u,2ofe a3.e1 LbD SOFTWAREFOR WOOD DESIGN Design Check Calculation Sheet 1 W..6w.a She 11.1.1 Loads: W. TyL AS---I- LOUItO.n till miietWN Un1t W M ♦ ♦ it I.a< , 2)]! /nala Netl♦1 UM. YtI /.!9 5.59 206.3 206.3 pif 11j 0- tlal UDL MO C.09 i.59 161.3 161.3 Pit I,)fA Srwv Partlel UDL Yes 0.09 4.59 206.3 205.3 P11 f)f] Maa Pertle]UDL 01 0.11 1.59 151.3 151.3 pif 0)N 11K H]UDL i.. 0,09 4.59 20fi.] 208.! pif f Itl Daatl Pe[t lal U. M♦ d.59 S.Sn ISl.3 151.3 P11 1:191 Bnov Partlel UDL T.. I.59 5.59 206.3 206.3 1! 7)f! Daatl Pa[[lel UDL N♦ 11.50 20.59 159.9 159.9 P11 ls)jH Dnov Cectlel UDL YM 1].SB 20,59 2G6 d 26G.1 Pif 11-J4 Dead Per.lal UDL NS B.59 11,59 159.9 159.9 Of Ogee Pac,UCL YK 0.59 11.59 116 4 2Sb.1 pif 11�/Y De atl Pa-I VDL N1 f.l9 B.f1 2.1.1 159.9 y)/ 11-)e1 Partial UDL YN 1.59 0.59 2fi 6.1 2b6.1 pit f t01 Mad P-I.I UDL No 11.59 20.59 155.3 I55.! pif l4_)H BnOV Nc[lal UDL 1H 11.59 20.59 2f 0.B P11 I1-Je9 Mae Pa rLlal UD 111 6.59 17.59 155.e 250.1 Plt I9 H 90W Pa rclal UDL T♦♦ 8.59 11.59 25 B.P 25B.9 pif P......UDL 1b 5.59 8.59 I55,1 155.) pif 11�]e0 9n P-1.UDL Yu 5.59 B.59 250.E 25 B.E 11 21 93 Daed Partlel UDL Na 20.59 22.09 169.9 I5P./ pif 22-)U fMv Pa rtlal UDL Yu 20.59 22.09 266.4 2fi6.1 Plf tl�H Oe10 V-".I UDL UO 20.59 22.09 11I.] 1...) PIf YI,N {aw Certlel USA. U. 20.59 22.09 29].0 293.9 PI f OR" 7[epemlA,i Nv 12.11 36.09 116.3 79.1 Plf ]j)H 9- tf♦Mm14.1 1♦¢ 22.09 36.09 293.E 116.9 plf Nrllrl VDL Ik 35.09 36.59 19,1 19.1 PIf H-110) laity NrTiO UDL V. 35.09 36.59 IIB.B 116.E Pll ))JI01 Mao NKlal UDL Ib 21,11 11,,11 19.1 19.1 I! ))jI01 I- 91{tl♦1 VDL Yu 11.09JIB./ ylf 11)101 Mai 7arf 1♦1 IIDI. Na 24.09 21.09 Il9.l 19.1 V1f )1�105 Al- /♦hill UDL I', 2i.09 21,09 llB.6 1IB./ If ]))IN MN 9Klla1 VOL No 22.f19 21.0919.1 pif o/ {i,.y. 9aK1,2 UD Vea 22.09 21.09 10.0 110.I pif ])_b6i Ml1 feint W 20.59 15 1w N O1) MN Nlnt No 20.59 Ini )1-b MN Ntnt No 5.59 In. I e 41! Mtl Nlnt Ilo 5.59 l5 I4. -l-val H I! Maximum Reactions(lbs)and Bearing Lengths(in): VnNK♦rMr Oeatl YJ Y: INI /Ij i IIO IOaM 111E r actp[ga T t♦1 1]9) 1e 700 1H1 •aLa1 i .aeOlb 2.01 4,]2 0.50• 111r a• nnp!n lamp uw. /!br uw tuppcd, 1A,emlan n♦<Oan M�Mal nne wp:porl It Otn..a 4 IPae enroMlan hen 9r<nri4 v4 M berB19 daYpn.ehwm hn,due b Kd helor.3H AnalyJe r♦euN la rwdbn Irom e17k11 bad rombi,Won. b6D 111 131ulam•Unbal.,West Species,24F-V4 DF,54W'M6-V2" 11 Uminau..,5-1?mdmwl idth, Suppogr AO-Tlmbw-W CO mn.D.FIFL NM2 ( T¢111 knplh:35-T.2e';pputIpp-IWI'•6 Um-at.l ft poft: 29-1 W A laleN ICppctE bp-IVI,bOdOm•rt II alpp9rb: 1 .-.e. - Analysis vs.Allowable Stress and Deflection UWIp NDS 2015: C 11 a[Inn l.n t1 ,.,.]alp.. r Val,,. U!Ylt Anil♦aa/ II -dl v 04 - Ep:: BeGdigl1101 fb'•t0n -1 !D- . n O.fiO � one- v] 1 - rao n pain. o art: n Ott anon e t a♦vla7aK f •hK be mtMci wad ♦Fa[aHOa].1.).1 Additional Data: FFCTONB: F/E(peI1-1 C C[u C[ C[[[N¢[ee Cn'Cv[LCI EVE 265 1.15 L.00 1�00 1.00 1.00 1.n0 Fb'a 240U l.lf 1.00 1.00 1.000 0.915 1.06 1 UD 1.00 I.VO - 3 1850 1.15 1.0U 1.00 0.91B 1.000 1.00 1.00 I.00 1.00 - fi60L.00 - E�P1 1.B nillen 1.00 1.00 Enln3" O.BS pIIII.n 1.00 1.00 CRITICAL LOAD COMBINATIONS: I—, LC 12 .Da 3.V I1333,V desl0n• 91- le Ibe Bendl ngfal:LC 1] D.S Ipec[ern:5¢I,N= 35134 165-Ft Bentltn0l-1:LC f2 =Oa3,H 9]061 lb5-ft Defl ac[lenc LC 13 - Illvel LC 03 = Icotell D•tl<ad L-live 3-snav U-vind I--Pact Lr-too[11 ve Lc•ccnren[ra[ad E-aar[h, ..e All La's a e llatetl In[M1e.1 elyeln ouLpuL lead PB[terne:s-B/2, A nr i.a Lr, ro ptern la a]In[M1la span LOed eopelna[lena:RBCE]-10/SCC 2015• at CALCU IATIONS: Deflection: El 3106e06 1-- "Li""d,11-111 Deflec l ion rom f .all....dead l0atls Ill ve,v1 Mr a v..1 Tot,l Dellec[lon=1.00(Dead Load Deflec[lon).L1 ve Load Della ctlon.Oo ml e1abllltyl-1: LU'221 Le-10•--- RP-16.l;W based on Lull¢paN Design Notes: ]NalediMerb aWlak♦n!daayn a,e h aftal4,rc♦vAq Inr ICC Wrrna0ael BldbinB Cede(IBC 2015),Ne Nalbrel DeQF13pecl5ull¢n(NDS 2➢I S}and NDS Dalpn 3Lpplener/ 7.PMa,a YvryUY 9a WIUI aeTactM kM 9n appltplw M yDw 1pphatlan ].DtApr.drly'lvlRal N kt m,rNlk tadamYt]b AH51117�201f W mal,fKkrM p Iemr4lrc♦velh ANSI Also 1.2012 d"ULAv.C,aq,a lanerp oi:Mf blha lap artl et[I,m adl2e ul La,a barn rrve♦ewfm ai nearer,rrgN M[tren,Paa bans 6.CtUlA1A bd•w:ud bnadN a♦[WY dapN 4 Oleun Mu,u WI b kfs,OY nppa!Id ICCOttrlO bVr DIP411a1t W//9b CbIR♦3 SA 7.CLUlAN hbaW m.velb dF Ian Fc 1 t'' i � , COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center WOO�, �► J� ��Q 28119 Monroe 2 A St SE102 East Highland Or V\,(' Monroe,WA 98272 Arlington,WA 98223 (360)793-9659 Carla Hall Architects SOFIWAR{FOR WOOD DESIGN Nov.15,2018 09:25 b62.wwb Design Check Calculation Sheet Wood Works Sizer 11.1 1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End 1 cl20 Dead nt 2.12 1200 lbs 2_ Poc120 Snow Point 2.12 1926 lbs Self-weight Dead Full UDL 9.6 if Maximum Reactions(lbs)and Bearing Lengths(in): 13'-1.98" Unfactored: Dead 1067 245 Snow 1623 304 Factored: Total 2690 549 Bearing: Length 1.40 0.50" Min re 'd 1.48 0.50° •Mlnlmum bearing length selling used:112"for end supports b62 Lumber n-ply,Hem-Fir,No.2,2x10,3-ply(4.112"04U4") Supports:1-Timber-soft Column,D.Fir-L No,2;2-Lumber-soft Beam,D.Fir-L No.2; Total length:13'-1.98";Clear span,13';volume=3.8 cu.fl. - Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using Nos 2016. Criterion Analysis Value Design Value Unit Mal sis D7 n Shear fv = 97 Evr = 1 psi v = 0.56 B end ing(+) fb = 1034 Fb' = 1237 psi fb/Fb' = 0.84 Dead Defl'n 0.13 = <L/999 Live Defl'n 0.19 = L/834 0.44 = L/360 in 0.43 Total Defl'n 0.32 = L/491 0.65 = L/240 in 0.49 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCN Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.15 1,00 1.00 - 2 Fcp' 405 - 100 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1..00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC N2 = D+S, V max = 2690, V design = 2683 lbs Bending(+): LC 42 - D+S, M = 5528 lbs-ft Deflection: LC 62 - D+S (live) LC 02 - D+S (total) D-dead L=live S-snow W-wind I-impact Lr-roof live Lc-concentrated E-earthquake Al LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2/ply "Live" deflection Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015).and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4A.1. 4 BUILT-UP BEAMS:it Is assumed that each ply is a single continuous member(that is,no butt joints are present)and that each ply is equally topaoaded,Where beams are side-loaded,special fastening details may be required. 1 I I COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center Wood Wo r ks° Monroe, ,WA St.S.E. 102 East Highland 3 Monroe,WA 9B272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOFTWAREFOR WOOD DESIGN Nov.13,2016 14:13 b66 Design Check Calculation Sheet WondWorks Sizar 11.1.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude j1b it tern Start End Start End 1 ci26 Dead Point 440 s 2 C126 Snow Point 1.57 1972 aSelf-wei ht Dead Full UDL 5.7f Maximum Reactions(lbs)and Bearing Lengths(in): 4'-1.41" 0' 4' Unfactored: Dead 911 551 Snow 1233 740 Factored: 1291 Total 2149 Bearing: Length 1.76 1.06 Min re 'd 1.76 1.06 1366 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-11N') Supports:1-Lumber-soft Beam,D.Fir-L No.2;2-Timber-soft Column,D.FIr-L No.2; Total length:4'-1.41;;Clear span:3'-10.59';volume=0.8 cu.ft. Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using Nos 2016: Criterion Analysis Value Design Value Unit Anal sis/Dasi n Shear v = 11 v = 2 psi v - .61 Bending fb - 900 Fb' - 1075 psi fb/Fb' = 0.84 Dead Defl'n 0.01 <L/999 Live Defl'n 0.02 = <L/999 0.13 - L/360 in 0.12 Total Defl'n 0.03 = <L/999 0.20 - L/240 in 0.14 Additional Data: FACTORS: F/E(P6i1CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - _ - 1.00 1.00 1.00 2 E'b'i 950 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS; Shear : LC 12 = D+S, V max - 2144, V design 2139 lbs Bending(+): LC 02 = D+S, M - 3210 lbs-ft Deflection: LC 112 = D+S (live) LC 112 - D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2/ply "Live" deflection Deflection from all non-dead loads (Live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015),and NOS Design Supplement.- 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no bull joints are present)and that each ply is equally top-loaded.Where beams are side-loaded, special fastening details may be required it I 1 I 1 4 COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center Woo d Wo r ks® Monroe, ,WA 82 S.E. rli Eastgton Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SOEDVAREFOR WOOD DESIGN Nov.13,201814:15 b69 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location (ftll Magnitude Unit tern Start End I Start End 1 cll Deb Point 1. / 14 D D8 2 c120 Snow Point 1.57 1972 lbs Self-wei ht Dead Full UDL 5.7 if Maximum Reactions(lbs)and Bearing Lengths(in): 4'-1.41" 4' E 911 551 1233 740 1291 21441.76 1.06 1.76 1.06 b69 Lumber n-ply,Hem-Fir,No.2,2x10,2-ply(3"x9-1/4") 1 Supports:All-Lumber-soft Beam,D Fir-L No.2 Total length:4'-1.41';Clear span:V-10.59;volume=0.8 cu ft t Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); ! Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Design Value Unit Anal sis/Desi n Shear ry = o v psi v = Bending(+) fb = 900 Fb' - 1075 psi fb/Fb' 0.54 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.02 <L/999 0.13 - L/360 in 0.12 Total Defl'n 0.03 = <L/999 0.20 = L/240 in 0.14 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 150 1.is 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 905 - 1.00 I.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1,00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+S, V max - 2144, V design = 2139 lbs Bending(+): LC #2 = D+S, M - 3210 lbs-ft Deflection: LC 02 = D+S (live) LC 12 = D+S (total) D-dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 129e06 lb-in2/ply "Live" deflection= Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement 2 Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.41. 4.BUILT-UP BEAMS:it is assumed that each ply is a single continuous member(that is,no bull joints are present)and that each ply Is equally top-loaded,Where beams are side-loaded, special fastening details may be required. i i 44/ 4 COMPANY PROJECT Design Build Services,Inc Special Delivery Birth Center Wo o d Wo r k s® Monroe. .WA 132 2 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Architects SDlrwnatfOR WOOD Dt51cN Nov.14,201808:19 b71 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End 1_j89 Dead Full UDL 244.3 p 2 j89 Snow Full UDL 328.7 plf Self-weight Dead Full UDL 1.3 plf Maximum Reactions(lbs)and Bearing Lengths(in): 7•-0 s° Unfactored: Dead 890 890 Snow 1163 1163 Factored: Total 2053 2053 Bearing: Length 0.90 0.90 Min re 'd 0.90 0.90 b71 Glulam-Unbal.,West Species,24F-V4 DF,3-1/2"x9" 6 laminations,3-1/2"maximum width, Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:T-0.9';Clear span:6'-11.1";volume= 1.5 cu.ft. Lateral support top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sia/Desi Shear Fv' - 305 psi .[ Bending(4) fb - 903 Fb' - 2760 psi fb/Fb' = 0.33 Dead De£1'n 0.04 - [L/999 Live Defl'n 0.05 - <L/999 0.23 = L/360 in 0.20 Total Defl'n 0.08 - cL/999 0.35 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LC# Fv' 265 1,is 1.00 1.00 - - - - 1.00 1.01, 1,00 2 Fb`+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+S, V max = 2031, V design = 1574 Its Bending(+): LC 02 - D+S, M= 3554 lbs-ft Deflection: LC #2 = D+S (live) LC #2 - D+S (total) bdead L=live S=snow W-wind I-impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: 2 = 383e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI Al90.1-2012 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(tension),Fcp(comp'n). i i COMPANY PROJECT 4 Design Build Services,Inc. Special Delivery Birth Center WoodlNo rks_ Monroe12A982 S.E 102 gton, A982 3 Monroe,WA98272 Arlington,WA9B223 PH:360-793-9659 Carla Hall Architects SOFTWAFEFOR WOOD DESIGN Nov.14,201614:08 b81 Design Check Calculation Sheet Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude IInit tern Start End Start End 131 3 Dead Full UDL L. j pl 2 133 Live Full UDL 270.0 plf 3_j143 Dead Full UDL 02.0 plf 9 jl43 Live Full UDL 270.0 plf Self-wei ht Dead Full UDL 6.0 lr Maximum Reactions(lbs)and Bearing Lengths(in) � - V-0.82" 5' Unfactored: Dead 431 431 Live 1369 1369 Factored: -- 1799 Tote 1799 Bearing: 0.02 Length 0.82 Min re 'd 0.82 0-02 bill Lumber-soft,D.Fir-L,No.2,4x8(3-1/2"x7-1/4") Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:5'-0.82';Clear span:4'-11.18';volume=0,9 cu.ft. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2016: Criterion Analysis Value Desi n Value Unit Anal sir/Desi n Shear ry = s Fv - in psiv/Fv = _4 Bending(+) fb = 868 Fb' = 1170 psi fb/Fb' - 0.74 Dead Defl'n 0.01 = <L/999 Live Defl'n 0.04 = <L/999 0.17 - L/360 in 0.26 f Total Defl'n 0.06 = L/954 0.25 - L/240 in 0.25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 90D 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1775, V design - 1322 lbs Bending(+): LC 112 = D+L, M- 2219 lbs-ft Deflection: LC #2 = D+L (live) LC 02 = D+L (total) D=dead L=1ive S=snow W=wind I-impact Lr=roof live i,c=concentrated E=earthquake All LC'. are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 178e06 lb-in2 "Live, deflection Deflection from all non-dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2016),and NDS Design Supplement. 2.Please verify[hat the default denection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I COMPANY PROJECT d+ Design Build Services,Inc. Special Delivery Birth Center WO d Wo r ks® Monroe. .WA 82 S.E. 102 Eastton Highland 3 Monroe,WA 98272 Arlington,WA 98223 PH:360-793-9659 Carla Hall Afchllects soFrwAaeroa wo b12e Design Check Calculation Sheet i Wood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End ea uii UDL 11.3 p. 2 j201 Live Full UDL 230.0 plf 3_j202 Dead Partial UDL 0.04 5.54 90.0 90.0 plf 4_j202 Live Partial UDL 0.04 5.54 270.0 270.0 plf 5_,j208 Dead Partial UDL 5.54 6.54 55.3 55.3 plf 6_1200 Live Partial UDL 5.54 6.54 190.0 190.0 plf j 9elf-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs)and Bearing Lengths(in): t- V-6.9e^ 6 ' Unfactored: Dead 556 527 Live 1628 1560 Factored: Total 2185 2087 Bearing: Length 1.00 0.95 Min re 'd 1.00 0.95 - b128 Lumber-soft,D.Fir-L,No.2,4x10(3-112"x9-114") Supports:All-Timber-soft Column,D.FIr-L No.2 Total length:V-6.98';Clear span:6'-5.02";volume=1.5 cu.ft Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi Shear ry = i Fv' - 180 psi v t Bending(+) fb 845 Fb'.- 1080 psi fb/Fb' - 0.78 Dead Defl'n 0.02 = <L/999 Live Defl'n 0.05 <L/999 0.22 - L/360 in 0.25 Total Defl'n 0.08 L1957 0.33 - 1,1240 in D.25 Additional Data: FACTORS: F/E(psiI CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC)I Fv' 900 1.00 1.00 1.00 = _ = = 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 2 Fcp' 625 1.00 1.00 1.00 1.00 E' 1.6 million 1.00 1.00 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 42 = D+L, V max = 2172, V design = 1633 lbs Bending(+)! LC 42 = D+L, M = 3515 lbB-ft Deflection: LC 42 = D+L (live) LC 42 = D+L (total) D-dead L-live S-snow W-wind I-impact Lr-roof live Lc-concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live' deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysts and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. I i i COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center 28119 WOOC�Wo r ks® Monroe2 A St 7 102 EastArlington, Highland 3 Monroe,WA 98272 Arlington,WA 9H223 (360)793-9669 Carla Hell Architects SOFiWARFFOR WOOD DESIGN Nov.15,2018 09:30 bl32.wwb Design Check Calculation Sheet Wood Works Sizer 11.1.1 I Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End 1 .167 Dead Partin UDL -01 4,57 83-2 83.2 plf w 2 167 Snow Partial UDL 0.01 4.57 125.0 125.0 plf Self-wsi ht Dead Full UDL Maximum Reactions(lbs)and Bearing Lengths(in): 4W 56" I A. 6 Unfactored: Dead 194 194 Snow 281 281 Factored: Total 475 475 Bearing: Length 0.78 0.78 Min re `d 0.70 D_78 b132 Lumber-soft,Hem-Fir,No.2,2x10(1-112"x9-114") Supports:1-Lumber-soft Beam,D.Fir-L No.2;2-Timber-soft Column,D.Fir-L No.2; Total length:4'-7.56";Clear span:4-13.0";volume=0.4 cult. Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Anal pia Value Desi Value Unit Analysis Desi n shear v - e4 FV' 112 psi TVIFV` 0.2 Bending(+) fb - 300 Fb' a 1075 psi fb/Fb` - 0.29 Dead Defl'n 0.01 = <L/999 Live De11'n 0.01 = <L/999 0.15 - L/360 in 0.06 Total Defl'n 0.02 = <L/999 0.23 - L/240 in 0.07 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci C. LCN iV' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb`+ 850 1.15 1.00 1.00 1.000 1.100 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRrrICAL LOAD COMBINATIONS: Shear : LC 02 = D+S, V max = 475, V design 312 lbs Bending(+): LC 02 - D+S, M= 550 lbs-ft Deflection: LC 02 = D+S (live) LC R2 = D+S (total) D=dead L=live S=snow W�ind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow-) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1,Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3,Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. I` I I I I I I I COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center Woodworks 28719120ih59 BE Car East ll Archtte Dr. ® Monrea,WA 98272 Arlington,WA 98223 (360)793-9659 Cade Hall ArchttacLs Nov.29.201817:51 J11wwb SOFIWAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution eat- Location Ift) Magnitude unit Lean 31, t Elul 3tatt Eml J216 Dead 3_a1!-wl he Fu UDL Ful UDL 32.52_3216 Live l pp lf 3_121 Dead FulUD 232.3 plf /J Fl 3 plf19 UD 2 5 Full UDL 213.5 plf Dhad Full UDL 7.7 01f Maximum Reactions(lbs)and Bearing Lengths(in): 4'-7.91' p unfactored• Dead 000 909 Live 1201 1281 Snow 497 497 Factored: Total 2142 2142 Bearing: 0.96 I.e ngth 0.96 Mi.re 'd 0.96 0.96 Max mom ratiction an ad east one support Is from a dWamrill load combinalim floon the aWW aw for bearing dexign.shown hare,due to Kd lactim.See Analpla results for mactIon firm critilcal load comblitallari. It Lumber-soft,D.Fir-L,No.2,4x10(3-1/2"x%-1/4") Supports:All-Timber-Soft Column,D.Flr-L No.2 Total length:4'-7.9l';Clear span:4'-6.0';volume=1.0 cu.11 Lateral support:top=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Crl to clan Anal ale Value Deal n Value Unit AM1VXWD4 ps v 4 Bending(+) fb- 565 Fb' - l.BO poi fb/Eb' 0.52 Dead Defl'n 0.01 <L/999 Live Defl'n 0.02=<L/999 0.15 L/360 in 0•10 Total Defl'n 0.02=<L/999 0.23 L/240 in .il Additional Data: FACTORS: F/E(pai)CD CM Ct CL CF Cfu Cr Cfrt Ci C. LCp Fv' 180 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1,200 1.00 1.00 1.00 1.00 - 2 Fep` 621 - 1.11 1.on - - - - I.OD 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 i Emin' 0.59 n1114on 1.00 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear s LC 112 D+L, V max- 2054, V design 1327 lbs Bending(+): LC 92 =D+L, M= 2352 lbs-ft Deflection: LC 93 D+.75 IL+SI (live( LC 93 =D+.75(L+SI (total( D=dead L=live S=snow D"wind I-impact Lr-roof live Le-concentrated E-earthquake All Lc's are listed in the Analysis OUtpuc Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: F.,= 369e06 lb-in2 "Live"deflection-Deflection from all non-deed loads (live, wind, snow..) Total Deflection=1.00(Dead Load Deflection) +Live Load Deflection. Design Notes: 1.WOodWorks en.ly.ls and design are in accordance with the]CC International Building Code(IBC 2015).the National Design Specllloallon(Nos 2016).and NDS Design Supplement. 2.Please vedfy that the delaull deflection limits are appropriate for your appllcellon. Pre, lumber handling members shall be laterally supported awarding 10 the pmvlslons of NDS Clause 4.4.1. I COMPANY PROJECT J/►\ Design Build Services,Inc. Special Delivery Birth Center Wood V V O r ks® 28119 Monroe 1 A 62 S.E. 102 East Highland 3 Monroe,WA 98272 Arlington,WA 98223 SOMVARFFOR WOOD DFS/GN - PH:360-793-9659 Carla Hall Architects Nov.13,2018 12:33 J9 Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Load! Live Pull UDL 66.7 plf Load2 Dead Full UDL 20.0 pi Self-wei ht Dead Full UDL 2.9 if Maximum Reactions(lbs)and Bearing Lengths(in) 13'-D.96" 1 0 13 I Unfactored: Dead 149 149 Live 436 436 Factored: Total 585 585 Bearing: Length 0.96 0.96 Min re 'd 0.96 0.96 j9 - Lumber-soft,Hem-Fir,No.2,2x10(1-1/2"xS-114") Supports:All-Non-wood Floor joist spaced at 16.0"c/o;Total length:13'-0 96";Clear span:12'-11.04';volume=1.3 cu.ft. Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Desi n Value Unit Analysis/Design Shear fv = 55 Fv' = 150 psi fv/Fv' 0.37 Bending(+) fb = 1061 Fb' = 1075 psi fb/Fb' = 0.99 Dead Defl'n 0.11 = <L/999 Live Defl'n 0.33 = L/468 0.43 - L/360 in 0.77 Total Defl'n 0.50 = L/309 0.65 - L/240 I in 0.78 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.OD 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 - D+L, V max = 582, V design - 509 lbs Bending(+): LC #2 - D+L, M = 1891 lbs-ft Deflection: LC #2 - D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 129e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance w1th the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. f i I .� i COMPANY PROJECT Design Build Services,Inc. Special Delivery Birth Center WO O CI Wo r ks O Monroe, , 0thWA St 7 102 EastArlington, Highland Or Monroe,WA 98272 Arlington,WA 98223 (360)793-9659 Carla Hall Architects SOFrWARFFOR WOOD DESIGN Nov.29,2016 17:52 ]23.wwb Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End _] Dead Lull UDL plf 2_j217 Live Full UDL 281.5 plf 3_j218 Dead Full UDL 145.5 plf 4_j218 Live Full UDL 237.5 plf 5_j216 Snow Full UDL 90.5 plf Self-weight Dead Full UDL 7.7 plf Maximum Reactions(lbs)and Bearing Lengths(in): 4.7-65" 91 A' . 2„ Unfactored: Dead 584 584 Live 1217 1217 Snow 210 210 Factored: - Total 1601 1801 Bearing: Length 0.82 0.82 Min re 'd 0.62 1 0.82 j23 Lumber-soft,D.Fir-L,No.2,4x10(3-112"x9-114") r Supports:All-Timber-soft Column,D.Fir-L No.2 Total length:4'-7.65";Clear span:4'-6.0";volume=1.0 cu.ft. Lateral support:lop=full,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2015: Criterion Anal sis Value Desi n Value Unit Analysis/Deaf n Shear 1v = DD FV1 " 180 psi Bending(+) fb = 487 Fb' - 1080 psi fb/Fb' = 0.45 Dead Defl'n 0.02 - <L/999 Live Defl'n 0.01 = <L/999 0.15 = L/360 in 0.09 Total Defl'n 0.02 = <L/999 0.23 = L/240 in 0.09 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CIF Cfu Cr Cfrt Ci Cn LCN Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC B2 - D+L, V max = 1774, V design = 1149 lbs Bending(+): LC #2 - D+L, M = 2027 lbs-ft Deflection: LC 02 = D+L (live) LC #2 = D+L Itotal) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 369e06 lb-in2 "Live" deflection= Deflection from all non-dead loads (live, wind, snow...I Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify thatthe da'ault dellecilon limits are appropriate foryour app8ea0on. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i 1 COMPANY PROJECT 4 Design Build Services,Inc. Special Delivery 810 Center nv Wo o d Wo r k s 28:300-79-61 S E 102 de Mail Architects is ® Or Monroe,WA 98272 Arluxgton,WA 90223 PH:300.783-9859 Code Hell ArcldleGs Nov.13,2018 10:25 jog SOETWAREfOR WOOD DESIGN Design Check Calculation Sheet Wood Works SiEar 11.1.1 Loads: j Lned I Type Dd4tr1hutlon Pat• Location ift) "a itude Unit tern Scott End Start Chet Snow DL as p Load2 Deed Full UDL No 20.0 pl1 Self-vet ht Dead 11x11 UDL Ro 3.5 [ Maximum Reactions(lbs)and Bearing Lengths(in): 24'-2.e9" 234' 0' 21, Unfa stared• Dead 249 315 Snow 349 438 Factoted: Total 598 753 Bearing: Length 0.91 0.e3 Mln req'd 0.95 0.63 Im on at cast one suumort Is e dl do wn h r 'c fro J89 Lumber-soft,Hem-Fir,No.2,2x12(1-112"x11-114") _ Supports:All-Non-wood Roof joist spaced at 18.0"c1c;Total length:24'-2.89';Clear span:21-6.22,21'-4.5";volume=2 B cu.H 7 Pgdr:-2.5/12 Lateral support:lop=full,bottom=at supports;Repetitive factor.applied where permitted(rBler to online help); This section FIPIS the design check WARNING;This section violates the following design criteria:Bending WARNING:Member length exceeds typical stock length of 10.0[it] Analysis vs.Allowable Stress and Deflection using Nos tots: Cc/[scion Mai ale lue Oesi n ue Unit val Mal ale/pest n xaer v- Va fY P. v N OK Bending(i) fb 1274 Fb' 1124 psi fb/Eb' 1.04 Dendingt-1 fb 68 Fb' 274 psi fb/Fb' 0.25 Defla,"lonr Interior Dead 0.46 L/562 Live 0.65- L/390 1.07 L/240 in 0.60 Total 1.33= L/193 1.43- L/160 in 0.93 Cantil. Dead -0.17 L/1111 Live -0.24 L/126 0.26- L/120 in 0.95 7ote1 -0.SO= L/61 0.34 L/90 !n 1.46 Additional Data: FACTOaSx F/E(psi)CD CM Ct CL CF Cfu Cr Cftt Ci Cn LC9 Fv' 150 1.15 1.00 1.00 - - 1.00 1.00 1.0a 2 Pb'+ 650 1.15 1.00 1.00 1:000 1.000 1.00 1.is 2.00 1.00 - 3 Fb'- e50 1.15 1.00 1.00 0.244 1.000 1.00 1.15 1.00 1.00 - 2 Fcp' 405 1.00 1.00 - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - 1.00 1.00 - 3 Emin• 0.47 million 1.00 1.00 - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear I LC 92 =D♦S, v max- 598, V design = 5 44 lb. Bening(+): L 93 D+S,(pattern:7Ss 3097 lbs-ft Bn D+S 9 lbeM1= eding- r LC 12 Deflection: LC 03 lie) Lq ltov Cs3 tell D=dead 1Plive = d I=impact Li-roof live Lr-concentrated E=earthquake All LC's ate listed in the Analysis output Load Fatterne: a-9/2, X-L+s or L+Lrr, o pattern load in this span Load conibinatlonsx ASCE 7-10/ IBC 2015 CALCULATIONS: Deflection: EI= 231e06 lb-in2 - "Live"deflection-Deflection from all non-dead loads (live, wind, snow-..) Total Deflection= 1.5D(Dead Load Deflection) +Live Load Deflection. Beating:Allowable bearing at an angle F'theta calculated for each support as per NDS 3.10.3 Lateral stability(-): L0 r 21'-5.44" Le- 33'-e.44" Re-45.0; L.based on full span Design Notes: 1.Woad Works analysts end design ere In accordance with the ICC International Bullding Code(IBC 2015),the National Design Speclficellon(NDS 2015),and NDS Design Supplement. 2.Please verify Ihet the default deflectlon limps are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 4.2.5.5 requires that normal grading provlsions be extended to the middle 213 of 2 span beams and to the full length of canlllevers and other spans. 4.Sawn lumber handing members shell be laterally supported according to the provisions of NDS Clause 4.4.1, 5.SLOPED BEAMS:level bearing Is required for all sloped beams. 1 B.The critical deflection value has been determined using maximum back-span delver ion.Cenlllever deflections do not govern design. I I I I COMPANY PROJECT -r Design Build S"l rvices,Inc. Special Delivery Birth Center 28119.1201St S.E 102 East Highland Dr. WO O d Wo r k s® Monroe,WA 8272 Ar inglon,WA 98223 PH:360-703-559 Cade Hell Architects Nov.13,201 5:00 JBB SOFTWAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1.1 Loads: toed Type OtetrlWtlen Pat- Location (ft) Wgnq Ynot Ynit tern start End are,, End L0001 Snow 211 UDL yea D. pi Load- Dead Full UDL No 30.0 PIE Self-wet ht Dead Fall UDL No 2.9 if Maximum Reactions(lbs)and Bearing Lengths(in): 14'-7.93" 1' 14' Unfactored• Dead 255 220 Snow 177 326 Factor ad: To[el 632 546 1 Bee ring: Length 0.62 0.�0 Min req'd 0.62 0.110 Maximum mac on W At earit Me SUM in is from a different load combination than Ihi r a"n tl n shown here e l r load Jsa Lumber-soft,Hem-Fir,No.2,2x10(1-1/2"x9-114") Supports:All-Non-woad Roofloist Spaced at 24.0'a/c;Total length:14'-7.93';Clearspen:1'-0.05',13'-4.04";volume=1.4 cu,fl.;Pitch:3112 Lateral support:top=full,bottom=at supports;Repetitive factor:applled where permitted(referto online help); Analysis vs.Allowable Stress and Deflection using Nos 2015: criterion Mel •la value 2ee1 n value unit Ana! la/Dea1 n she" Bending(+) fb= 906 rb' 1237 psi fb/rb' O.eO "ending(-) fb+ 24 Fb' 511 psi fb/Fb' 0.05 Deflectlont Interior Dead 0.11 = L/906 Live 0.26 L/610 0.67 L/240 in 0.39 { Total 0.44 = L/364 0,69• L/100 in DA Cantil. Dead -0.04 = L/286 Live -0.06 L/191 0.10= L/120 Sn O.fi3 Total -0.11= L/114 0.24- W90 n 0.74 Additional Data: FACTORS: F/E(p61)CD CM Ct CL CF Cfu Cr Ctrt Ci Cn LCf Fv' ISO 1.13 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'i B50 1.15 1.00 1.00 1,OD0 1.300 1.00 1.15 1.00 1.00 4 Fb'- e50 1.15 1.00 1.00 0.413 1.100 1.00 1.15 1.00 1.00 - 2 Fcp' 401 - 1.01 1.00 - - - 1.00 1.on - E' 1.3 million 1.00 1.00 - - - - 1.00 1.D0 - 4 Emin' 0.47 million 1.00 1.00 - - - 1.00 1.10 - 4 CRITICAL LOAD COMBINATIONS: Shear LC q2 D+s, V max= 532, V design- 969 lbs Bending(+It LC 04 =D+S (pattern: as), M- 1757 lbs-fE eendingl-): LC 42 =D+S, M= 42 lbs-lc Deflection: LC 04 (live) LC 94 = (total) D-dead L=live 6=snow N=wind I=impact Lr=roof live L-concentrated E=earthquake All LC, e ere listed in the Malys is output Load Patterns: a=3/2, X=L+S or L+Lr, =no pattern load in this span Load combinations$ ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 129e06 1b-in2 •'Live"deflection-Deflection from all non-dead loads (live, wind, enow..,I Total Deflection - 1.00(Deed Load Deflection) +Live Load Deflection. Bearing: Allowable bearing at an angle F'theta calculated for each..pp-1, es per NDS 3.10.3 La tarsi atebility(-1: Lu -13-4.01" Le-21-7.31" RB=32.7; Lu based on full span i Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Bulleing Code 080 2015).the National Design Speclficallon(NDS 2015),and NOS Design Supplement 2-Please verify that the default deflecllon limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NOS Clause 4 2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4.1. 5.SLOPED BEAMS:level bearing Is required for all sloped beams. tt The critical denection value has been determined using maximum back-span deflection.Cantilever deflections do not govern design. f COMPANY PROJECT 5 3 4 WOO CI Wo r k s° Design Build Services,Inc. Special Delivery Birth Center 28119-12oth St.S.E. 102 East Highland dr. Monroe,WA 98272 Arlington,WA 98223 SOffWARFFOR WOOD DESIGN PH:360-793-9659 Carla Hall Architects Nov.14,2018 14:29 J135 Design Check Calculation Sheet IWood Works Sizer 11.1.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loa 1 Dead Full UDL 13.3 plf Load2 Live Full UDL 53.3 plf Self-weight Dead Full UDL 2.9 Plf Maximum Reactions(lbs)and Bearing Lengths(in) 13'-6.78" 0' 134' Unfactored: Dead 110 1-10 Live 362 362 Factored: Total 472 472 Bearing: Length 0.78 0.78 Min re 'd 0.78 0.78 j135 Lumber-soft,Hem-Fir,No.2,2x10(1-1/2"x9-114") Supports:All-Lumber-soft Beam,D.Fir-L No.2 Floor joist spaced at 16.0"c/c;Total length:13'-6.78";Clear span:13'-5.22";volume=1.3 cu.ft. Lateral support:top=full,bottom=at supports;Repetitive factor.applied where permitted(refer to online help); Analysis vs.Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 45 F"v' 150 psi fv/Fv' 30 Bending(+) fb = 889 Fb' - 1075 psi fb/Fb' = 0.83 Dead Defl'n 0.09 = <L/999 Live Defl'n 0.31 - L/522 0.45 - L/360 in 0.69 Total Defl'n 0.45 = L/359 0.68 = L/240 in 0.67 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 I._00 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 1.00 1.15 1.00 1,00 2 Fcp' 405 1.00 1.00 1.00 1.00 E' 1.3 million 1.00 1.00 _ _ _ _ 1.00 1.00 _ 2 Emin' 0.47 million 1.00 1.00 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max - 469, V design = 413 lbs Bending(+): LC #2 - D+L, M = 1584 lbs-ft Deflection: LC #2 - D+L (live) LC #2 - D+L (total) D-dead L-live S-snow W-wind I-impact Lr-roof live Lc-concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 129e06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS 1 Design Supplement. i 2.Please verify that the default deflection limits are appropriate for your application. 3.Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I I I I 1 COMPANY PROJECT a7 aT/ r Design Build Services,Inc Special Delivery Birth Center 102 WOOC�Wo rks EB„91200650SE Cara Hal Archie is Monroe,WA 98272 Arlington,WA 98223 (360)7958859 Carle Hall Architects Nov.28,2018 17:44 )203.wwb SOFIWAREM)i WOOD DESIGN Design Check Calculation Sheet WaodWodrs Slzer 11.1.1 Loads: Lead Type Distribution Pat- Location Ift) Magnitude Unit torn Start End Start End �1 ' nee ar e L No 4. 4. p 2 1 Live Partial UOL Y. 0.04 4.01 393.1 393.1 plf 3_1160 Dead Pa r tLel UAL He 4.04 8.04 llf.6 114.6 plf 1 1160 Live Partial UDL Yea 4.04 9.04 393.4 393.4 plf Self-weicht Dead bull UDL No 6.0 if Maximum Reactions(lbs)and Bearing Lengths(in): .F 811.93' I Unfa Cterad: Dead lei 612 113 : Live 091 1996 661 to ctoted: Total 872 2607 033 lcaringi - -- Length 0.50• 0.93 0.50' _Kin ro 'd 0.50- 0.93�a 0.50• :Wr mum boiling length selling mod:1Q'for end supports "Minimum boating length governed by ma mqutred width of the supporting member. Maximum reaction on at least one support Is Imm a different load Combination Than the critical one forbearing design,shown here,due to Kd factor.See Analysis results for reaction from critical load combination. j203 Lumber-soft,D.Fir-L,ND.2,UB(3-1/2"x7-1/4") Supports;An-Timber-sob Column,D.Fif.L Not Total length:B'-1.93%Clearspon:41,4';volume-1.4 cu.8. Lateral support:top=full,bottom=at all supports; Analysis vs.Allowable Stress and Deflection acing NDS 2015: Criterion Mot sic value Deei Value Unit Mal ale Deaf n 8 ear - pat ry Fv 0.3 Bending(+) 9- 296 Fb' =1170 psi fb/i'b' - 0.25 Bending(-) fb 414 fb' 1164 psi fb/Fb' 0.36 Dead Defl'n O.OD=<L/999 Live Defl'n 0.01 <L/999 0.14- L/360 in 0.07 Tote(Defl'o 0.01=<L/999 0.20= L/240 in n.06 Addttlonal Data: FACTORS: F/efpai)CD CH. Ct CL CF Cfu Cr Cfrt C1 Cn 1CI N' 100 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 3 Fb'- 900 1.00 1.00 1.00 0.995 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.DO 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.D0 1.00 - 3 Flydn' 0.58 sillion 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear r LC 02 -D+L, V max- 1304, V design= 975 lbs Bending(+1 LC 03 -D+1 (pattern: L ), N- 757 lbs-ft Bending LC 92 -D+1, N- 1058 lba-ft Deflection: LC 83 = (lives Le 83 Itetall D-dead L=live S=snow W=wind I=impact Lt-toof live Lc-concentrated FAearthquake All LC'a ere listed in the Analysis output Load Patterns; 3=5/2, X=L+e or L+Lc, -no pattern load in this apart Load combinations: ASCE 7-10 /IBC 2015 CALCULATIONS: Deflection: BI- 178e06 lb-in2 "Live"deflection = Deflection from ell n n-dead loads (live, wind, snow-) Total Deflection=1.00(Dead Load Defleetienl +Live Load Deflection. Lateral stability(-1: Dead - 4'-0.69" Le-e'-4.38" RB-7.7; Lu based on full span Design Notes: 1.Woodworks analysis and design are In accordance with the GO International Building Code(IBC 2015),the National Design Specification(NDS 2015),and Nos Design Supplement. 2.Please vedry Ihel the default deflection limits are appropriate for your application. 3.Continuous or Cantilevered Beams:NDS Clause 42.5.6 requires that normal grading provisions be extended to the middle 2M of 2 span beams and to the full length of cantilevers and other spans. 4,Sawn lumber bending members shall be laterally suanorled according to the Provisions of NDS Clause 4.4.1. I I "� ''1 I i i 1/19 1.rci cl� Itt -Al C�4 C-4 71 J7 7il I I 2/19 I 10 psP. .00 ft. t > Zko,c, v 6.00 in. 1.00 It. 0.33 ft. .50 ft. 35.00 pcf. 300A0pcF. OD in. 1,384 p5f. 3 1.83 ft. I i 1 I I II I 1 QuickWall 8 .1 - RETAINING WALL ANALYSIS AND DESIGN 3/19 Job ID : 30855 Job Description : Birth Center Retaining Wall 2 . 5' Designed By RDH, PE FOOTING DESIGN METHOD: Ultimate Strength ACI 318-11 STEM DESIGN METHOD Ultimate Strength ACI 318-11 (Concrete) WALL TYPE Cantilever Retaining Wall RETAINING WALL DIMENSIONS: ------------------------------------ Wall Stem Height = 2.50 ft. Stem Thickness @ Top = 6.00 in. Stem Thickness @ Bottom = 6.00 in. Footing Thickness = 9.00 in. Heel Width . . . . . . Min. = 0.33 ft. Design Heel Width = 1.00 ft. Max. = 20.00 ft. Toe Width . . . . . . Min. = 0.33 ft. Design Toe Width = 0.33 ft. Max. = 0. 33 ft. Footing Key Depth = 0. 00 ft. Design Key Depth = 0. 00 ft. Footing Key Width = 0. 00 ft. Design Key Width = 0.00 ft. BackFill Slope (Vert/Horiz) = 0.00 : 12 RETAINING WALL LOADS: ---- ------------------------------- Horizontal Equivalent Fluid Pressure = 35. 00 pcf. (Load Case = Soil) Backfill Height = 2.50 ft. Equivalent Fluid Pressure Angle = 0. 00 deg. Vertical Surcharge on Backfill = 0 psf. (Load Case = Soil) Horizontal Surcharge = 0 psf. (Load Case = Wind) Vertical Surcharge on Toe = 0 psf. (Load Case = Soil) Wind Load on Fence = 10 psf. (Load Case = Wind) Fence Height = 6.00 ft. Line Ld. Type Magnitude Dist. (x) Load Case No. (H or V) (plf) (ft. ) 1 2 3 4 5 6 7 8 9 10 Notes: 1. "H" = Horizontal loads. "V" = Vertical loads . 2. Vertical loads are positive down. 11/13/2018 8 : 48 AM 1 of 8 i ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design) : 4/19 ------------------------------------ 1.4D + 1.4H 1.2D + 1. 6L + 1. 6H + 0.5R 1.2D + 1.6R + 1.6H + 1 .OL 1.2D + 1. 6R + 1.6H + 0.5W 1.2D + 1.OW + 1.O1, + 0.5R 1.2D + 1.0E + 1.OL + 1.6H + 0.2R 0. 9D + 1.OW + 1. 6H 0. 9D + 1.0E + 1.6H WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design) : i ------------------------------------ III D + L + R + H D + L + 0. 6W + H D + L + 0. 6W + 0.5R + H i D + L + R + 0.3W + H D + L + R + E/1.4 + H D + E/1. 4 + H I I i i 11/13/2018 8:48 AM 2 of 8 I i i :,, ,i RETAINING WALL RESISTING FORCES: 5/19 ------------------------------------ Allowable Soil Pressure = 2, 500 psf. Passive Equivalent Fluid Press. = 300.00 pcf. Passive Soil Height = 0.75 ft. Coefficient of Friction = 0.50 Cohesion = 0 psf. Use Vertical Surcharge as Resisting Wt.? = Yes Overturning Safety Factor = 1.50 Sliding Safety Factor = 1.50 Limit Reaction to Mid 1/3? = No MATERIAL DATA: ------------------------------------ Concrete Strength, f'c = 2.50 ksi. Steel Yield Strength, Fy = 60. 00 ksi. Concrete Unit Weight = 145. 00 pcf. Soil Unit Weight = 110.00 pcf. Fence Weight = 10.00 psf. REINFORCING STEEL DATA: ------------------------------------ Concrete cover to center of steel: Wall Inside Face = 2.50 in. Footing Heel (Top Face) = 2. 50 in. Footing Toe (Bottom Face) = 3.50 in. Minimum . 2atios for Shrinkage and Temperature Reinf: Vertical Stem Reinf. = 0.0018 Horizontal Stem Reinf. = 0.0020 Footing Reinforcement = 0.0018 I k II I i 1 I I 11/13/2018 8 : 48 AM 3 of 8 i .� N ************************************************** 6/19 S U M M A R Y O F R E S U L T S ------------_-_--------------------------------------------------------------- DIMENSIONS: Stem Height = 2.50 ft. Heel Length = 1. 00 ft. Stem Thick. @ Top = 6.00 in. Toe Length = 0.33 ft. Stem Thick. @ Base = 6.00 in. Total Ftg. Width, B = 1. 83 ft. Footing Thickness = 9.00 in. Key Depth = 0.00 ft. Key Width = 0.00 ft. ANALYSIS RESULTS: Max Brg Press. @ Toe = 1, 384 psf. Sliding Force = 221 Lb @ Heel = 0 psf. Resisting Force = 624 Lb Allowable Brg. Press. = 2, 500 psf. F.O.S. = 2. 82 Resultant Loc From C.L.= 0. 56 ft. Overturn. Moment = 425 ft-lb Kern Point Loc. , B/6 = 0. 30 ft. Resisting Moment = 690 ft-lb Limit Resultant To Mid 1/3? = No F.O.S. = 1. 62 -------------------------------------------------------------------------------- DESIGN RESULTS: Design Method, Stem: USD, ACI 318-11 (Concrete) Ftg. : Ultimate Strength ACI 318-11 1 d Mu Vu Phi Vn As Flex. As Min. As T+S (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) Stem : 3.50 0.48 0.24 3.15 0.031 0.041 0. 136 Toe 5.50 0.29 0. 67 4.95 0.012 0.015 0.194 Heel : 6.50 0.22 0.41 5. 85 0.008 0.010 0. 194 Key 0.00 0.00 0.00 0. 00 0.000 0.000 0. 000 Notes: 1. Stem moments are positive if they cause tension on the soil face. Negative if they cause tension on the outside face. Stem shear is positive to the left as measured on a section cut below the top of wall. 2. Heel moments are positive if they cause tension in the top of the footing. Heel shear is positive up as measured on a section cut to the right of the end of the heel. 3. Toe moments are positive if they cause tension in the bottom of the footing. Toe shear is positive up as measured on a section cut to the left of the end of the toe. I I I 11/13/2018 8:48 AM 4 of 8 I� I I ************************************************** 7/19 S T A B I L I T Y A N A L Y S I S R E P O R T ************************************************** -------------------------------------------------------------------------------- Stability Analysis: Governing Combination = D + L + 0. 6W + H ----------RESISTING FORCES--------- ---------OVERTURNING FORCES--------- ElementWeight x Arm = Moment Element Force x Arm = Moment Soil 301 369 R at Top Ftg. 199 0. 91 181 R at Bot. Stem 181 0 .58 105 Horiz. EFP 185 1.08 200 Vert Sur Vert Sur Vert EFP Horiz Sur Toe Sur. Wind 36 6.25 225 Fence Wt. 60 0.58 35 Horiz line V. line Vert. line Sum WT = 741 MR = 690 Sum F = 221 MOT = 425 -------------------------------------------------------------------------------- Friction Force 371 Lb F.O.S. Sliding = RF / F = 2.82 Passive Pressure 253 Lb F.O.S. Overturn. = MR / MOT = 1.62 Cohesion = 0 Lb -------- Coef. Vert. Surcharge or Line Load - Resist. Force, Sum RF = 624 Lb to Horiz. = EFP / Soil Dens. = 0.318 --------------------------------------------------------------------------------- Resultant Loc From Toe, X = (MR - MOT) / Sum WT = 0.36 ft. Eccentricity From Ftg. C.I-,. , e = (B / 2) - X = 0.56 ft. Soil Pressure @ Toe = (2 * WT) / (3 * X) = 1, 384 psf. Soil Pressure @ Heel = = 0 psf. I I 11/13/2018 8 : 48 AM 5 of 8 i 1 ************************************************** 8/19 D E T A I L E D D E S I G N R E P O R T ------------------------------------------------------------------------------- - STEM DESIGN: Steel Design Comb = 0. 9D + 1.OW + 1. 6H Shr Strength @ Base, Phi Vn = 3. 15 kip Dist From d Mu Vu As Flex. As Min. As T+S As Reqd Comb Top (ft) (in. ) (ft-k) (kip) (in^2) (in^2) (in^2) (in^2) 0.25 3.50 0.20 0.06 0. 012 0. 017 0.130 0 .130 7 0.50 3.50 0.21 0. 07 0. 013 0. 018 0.130 0 .130 7 0.75 3.50 0.23 0. 08 0.015 0.019 0.130 0.130 7 1.00 3.50 0.25 0. 09 0.016 0.021 0.130 0.130 7 1.25 3.50 0.27 0. 10 0. 017 0. 023 0. 130 0.130 7 1.50 3.50 0.30 0. 12 0.019 0. 026 0. 130 0.130 7 1.75 3 .50 0.34 0. 15 0.021 0.029 0.130 0.130 7 2.00 3.50 0.37 0.17 0.024 0.032 0.130 0. 130 7 I2.25 3.50 0.42 0.20 0.027 0.036 0. 130 0.130 7 2.50 3.50 0.48 0.24 0. 031 0.041 0.136 0. 136 7 -------------------------------------------------------------------------------- Vertical Stem Reinforcement: Shear-Friction Steel Added at Stem Base (ACI 11 11. 6) , Avf = 0.006 in^2 Available Length for Hook Embedment into Footing - 6.00 in. iAvailable Length for Straight Embedment into Stem 28. 00 in. Development Length Straight Hook Percent Spac. 50% Cut Off (in. ) (in. ) Develop. (in. ) (in. ) #4 14 .40 8 .40 71. 43 12 . 64 30.00 #5 18 .00 10.50 57.14 15. 68 30.00 #6 21. 60 12.60 47. 62 18 .00 30.00 #7 31.50 14.70 40. 82 18 .00 30.00 #8 36. 00 16.80 35.71 18 .00 30.00 #9 45.81 18 . 95 31. 66 18 .00 30.00 #10 58 . 06 21.34 28 .12 18.00 30. 00 #11 71.57 23. 69 25.33 18.00 30.00 -------------------------------------------------------------------------------- Horizontal Stem Reinforcement: Area of steel for Shrinkage and Temp. Reinforcement = 0 . 144 in^2 -----nnlc ing, in.----- ------Total Bars------ I EA. Face I.F. Only EA. Face #4 L18 .0 67 18 .00 3. 00 3.00 #5 18 .00 3. 00 3.00 #6 0 18 .00 3. 00 3.00 #7 18 .00 18 .00 3.00 3.00 #8 18 .00 18 .00 3. 00 3.00 #9 18 .00 18 .00 3. 00 3.00 #10 18 .00 18 . 00 3. 00 3.00 #11 18 .00 18 .00 3. 00 3.00 11/13/2018 8 : 48 AM 6 of 8 i TOE DESIGN: 9/19 * Steel Design Comb. = 0. 9D + l. OW + 1. 6H * Thickness Design Comb. = 0.9D + 1. OW + 1. 6H * Available Length for Hook Embedment into Stem = 4.00 in. * Available Length for Straight Embed. into Toe = 1.96 in. d Mu Vu Phi Vn As Flex. As Min. As T+S As Req'd (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) (in^2) 5.50 0.29 0. 67 4. 95 0.012 0.015 0. 194 0. 194 l -------------------------------------------------------------------------------- I Development Length Straight Hook Percent Spac. (in. ) (in. ) Develop. (in. ) #4 36.00 8.40 5. 44 0. 67 #5 45.00 10.50 4.36 0. 83 #6 54.00 12.60 3. 63 0. 99 #7 78.75 14.70 2.49 0. 92 #8 90.00 16.80 2.18 1. 06 i #9 101.52 18 .95 1.93 1. 19 #10 114.30 21.34 1.71 1.34 #11 126.90 23. 69 1.54 1.49 # -------------------------------------------------------------------------------- - HEEL DESIGN: I * Steel Design Comb. = 1.2D + 1. 6R + 1. 6H + 0. 5W * Thickness Design Comb. = 1 .2D + 1. 6R + 1. 6H + 0.5W * Available Length for Straight Embedment into Toe = 7.96 in. * Available Length for Straight Embedment into Heel = 9.96 in. -------------------------------------------------------------------------------- r d Mu Vu Phi Vn As Flex. As Min. As T+S As Req'd (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) (in^2) 6.50 0.22 0.41 5.85 0.008 0.010 0. 194 0. 194 ------------------------------------------------------------------------------- Development Length Straight Hook Percent Spac. (in. ) (in. ) Develop. (in. ) #4 14.40 8 . 40 55.28 6. 82 #5 18.00 10.50 44.22 8 .46 #6 21.60 12. 60 36.85 10.01 #7 31.50 14.70 25.27 9.36 #8 36.00 16. 80 22 .11 10. 78 #9 45.81 18 . 95 17 .38 10.73 #10 58.06 21.34 13.71 10':75 #11 71.57 23. 69 11.12 10.71 I 11/13/2018 8:48 AM 7 of 8 l i " ' 1l LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY) : 10/19 ---------------------------------------------------------------------------- Spacing (in. ) #4 12 .35 #5 19. 14 #6 27 .16 #7 37 .04 #8 48 .77 #9 61.73 #10 78 .40 #11 96.30 11/13/2018 8 : 48 AM 8 of 8 �1 �� 11/19 10 psi. i 6.00 in. Ob,' 1.50 R. 0.33 R. n. 35.00 pcf. 300.00 pd 50 in. I 72,126 psi. �r 2.33 R. �_ CAD, t, i QuickWall 8 .1 - RETAINING WALL ANALYSIS AND DESIGN 12/19 Job ID 30855 Job Description : Birth Center Retaining Wall Designed By RDH, PE FOOTING DESIGN METHOD: Ultimate Strength ACI 318-11 STEM DESIGN METHOD Ultimate Strength ACI 318-11 (Concrete) WALL TYPE Cantilever Retaining Wall RETAINING WALL DIMENSIONS: ------------------------------------ Wall Stem Height = 4.50 ft. Stem Thickness @ Top = 6.00 in. Stem Thickness @ Bottom = 6. 00 in. Footing Thickness = 9.50 in. Heel Width . . . . . . Min. = 0.33 ft. Design Heel Width = 1.50 ft. Max. = 20. 00 ft. Toe Width . . . . . . Min. = 0. 33 ft: Design Toe Width = 0.33 ft. Max. = 0.33 ft. Footing Key Depth = 0. 00 ft. Design Key Depth = 0.00 ft. Footing Key Width = 0. 00 ft. Design Key Width = 0.00 ft. BackFill Slope (Vert/Horiz) = 0. 00 : 12 RETAINING WALL LOADS: ------------------------------------ Horizontal Equivalent Fluid Pressure = 35. 00 pcf. (Load Case = Soil) Backfill Height = 4.25 ft. Equivalent Fluid Pressure Angle = 0. 00 deg. Vertical Surcharge on Backfill = 0 psf. (Load Case = Soil) Horizontal Surcharge = 0 psf. (Load Case = Wind) Vertical Surcharge on Toe = 0 psf. (Load Case = Soil) Wind Load on Fence = 10 psf. (Load Case = Wind) Fence Height = 6. 00 ft. Line Ld. Type Magnitude Dist. (x) Load Case No. (H or V) (plf) (ft. ) 1 2 3 4 5 6 7 8 9 10 Notes: 1. "H" = Horizontal loads. "V" = Vertical loads. 2. Vertical loads are positive down. 11/13/2018 8:50 AM 1 of 8 1 1 1 I I I ULTIMATE STRENGTH LOAD COMBINATIONS (Concrete Design) : 13/19 ------------------------------------ 1.4D + 1.4H 1.2D + 1. 6L + 1. 6H + 0.5R 1.2D + 1. 6R + 1. 6H + 1.OL 1.2D + 1. 6R + 1.6H + 0.5W 1.2D + 1. OW + 1.OL + 0.5R 1.2D + 1. 0E + 1.OL + 1. 6H + 0.2R 0.9D + 1. OW + 1. 6H 0. 9D + 1. 0E + 1. 6H WORKING STRESS LOAD COMBINATIONS (Stability Checks and Masonry Design) : ------------------------------------ D + L + R + H D + L + 0. 6W + H D + L + 0. 6W + 0.5R + H D + L + R + 0.3W + H D + L + R + E/1.4 + H D + E/1.4 + H I I 1 I 11/13/2018 8:50 AM 2 of 8 i 14/19 RETAINING WALL RESISTING FORCES: ------------------------------------ Allowable Soil Pressure = 2,500 psf. Passive Equivalent Fluid Press. = 300.00 pcf. Passive Soil Height = 0.75 ft. Coefficient of Friction = 0.50 iCohesion = 0 psf. Use Vertical Surcharge as Resisting Wt. ? = Yes Overturning Safety Factor = 1.50 Sliding Safety Factor = 1.50 Limit Reaction to Mid 1/3? = No ' MATERIAL DATA: ------------------------------------ Concrete Strength, f'c = 2. 50 ksi Steel Yield Strength, Fy = 60. 00 ksi. Concrete Unit Weight = 145. 00 pcf. Soil Unit Weight = 110. 00 pcf. Fence Weight = 10. 00 psf. REINFORCING STEEL DATA: ------------------------------------ Concrete cover to center of steel: Wall Inside Face = 2.50 in. Footing Heel (Top Face) = 2.50 in. Footing Toe (Bottom Face) = 3.50 in. Minimum Ratios for Shrinkage and Temperature Reinf: Vertical Stem Reinf. = 0. 0018 Horizontal Stem Reinf. = 0. 0020 Footing Reinforcement = 0. 0018 11/13/2018 8 : 50 AM 3 of 8 i ************************************************ 15/19 S U M M A R Y O F R E S U L T S -------------------------------------------------------------------------------- DIMENSIONS: Stem Height = 4.50 ft. Heel Length = 1.50 ft. Stem Thick. @ Top = 6.00 in. Toe Length = 0.33 ft. Stem Thick. @ Base = 6.00 in. Total Ftg. Width, B = 2.33 ft. Footing Thickness = 9. 50 in. Key Depth = 0 .00 ft. Key Width = 0.00 ft. -------------------------------------------------------------------------------- ANALYSIS RESULTS: Max Brg Press. @ Toe = 2,126 psf. Sliding Force = 481 Lb @ Heel = 0 psf. Resisting Force = 962 Lb Allowable Brg. Press. = 2, 500 psf. F.O.S. = 2. 00 Resultant Loc From C.L.= 0.73 ft. Overturn. Moment = 1, 046 ft-lb Kern Point Loc. , B/6 = 0.39 ft. Resisting Moment = 1, 644 ft-lb Limit Resultant To Mid 1/3? = No F.O.S. = 1. 57 -------------------------------------------------------------------------------- DESIGN RESULTS: Design Method, Stem: USD, ACI 318-11 (Concrete) Ftg. : Ultimate Strength ACI 318-11 d Mu Vu Phi Vn As Flex. As Min. As T+S 1 (in. ) ft-k (kip) (kip) (in^2) (in^2) (in^2) ( ) P p Stem 3.50 1.17 0.57 3.15 0. 076 0.101 0. 146 Toe 6. 00 0. 61 1.24 5.40 0. 023 0.030 0.205 Heel 7 . 00 0.78 1. 02 6.30 0.025 0. 033 0.205 Key 0. 00 0.00 0. 00 0.00 0.000 0. 000 0.000 Notes: 1. Stem moments are positive if they cause tension on the soil face. Negative if they cause tension on the outside face. Stem shear is positive to the left as measured on a section cut below the top of wall. 2. Heel moments are positive if they cause tension in the top of the footing. Heel shear is positive up as measured on a section cut to the right of the end of the heel. 3. Toe moments are positive if they cause tension in the bottom of the footing. Toe shear is positive up as measured on a section cut to the left of the end of the toe. 11/13/2018 8: 50 AM 4 of 8 i� I 1 I ************************************************** 16/19 S T A B I L I T Y A N A L Y S I S R E P O R T ---------------------------------------------------------------------------- --- Stability Analysis: Governing Combination = D + L + 0. 6W + H f ----------RESISTING FORCES--------- ---------OVERTURNING FORCES--------- (� Element Weight x Arm = Moment Element Force x Arm = Moment Soil 727 1, 109 R at Top Ftg. 267 1 .16 311 R at Bot. Stem 326 0 .58 189 Horiz. EFP 445 1.68 748 Vert Sur Vert Sur Vert EFP Horiz Sur Toe Sur. Wind 36 8.29 299 Fence Wt. 60 0.58 35 Horiz line V. line Vert. line I ------ -------- -------- -------- { Sum WT = 1,380 MR = 1, 644 Sum F = 481 MOT = 1, 046 -------------------------------------------------------------------------------- Friction Force = 690 Lb F.O.S. Sliding = RF / F = 2.00 Passive Pressure = 272 Lb F.O.S. Overturn. = MR / MOT = 1.57 Cohesion = 0 Lb -------- Coef. Vert. Surcharge or Line Load - Resist. Force, Sum RF = 962 Lb to Horiz. = EFP / Soil Dens. = 0.318 Resultant Loc From Toe, X = (MR - MOT) / Sum WT = 0. 43 ft. Eccentricity From Ftg. C.L. , e = (B / 2) - X = 0.73 ft. Soil Pressure @ Toe = (2 * WT) / (3 * X) = 2, 126 psf. Soil Pressure @ Heel = = 0 psf. 1 i 11/13/2018 8: 50 AM 5 of 8 i I I i f ************************************************** 17/19 D E T A I L E D D E S I G N R E P O R T STEM DESIGN: Steel Design Comb = 0.9D + 1.OW + 1 . 6H Shr Strength @ Base, Phi Vn = 3. 15 kip Dist From d Mu Vu As Flex. As Min. As T+S As Reqd Comb Top (ft) (in. ) (ft-k) (kip) (in^2) (in^2) (in^2) (in^2) 0. 45 3.50 0.21 0. 06 0.013 0. 018 0 . 130 0.130 7 0. 90 3.50 0 .24 0. 07 0.015 0. 020 0.130 0. 130 7 1.35 3.50 0.27 0. 09 0.017 0. 023 0.130 0.130 7 1. 80 3.50 0.32 0. 13 0.021 0.028 0.130 0.130 7 2.25 3.50 0.39 0 .17 0.025 0. 033 . 0 . 130 0.130 7 2. 70 3.50 0.48 0.23 0.031 0. 041 0.130 0.130 7 3. 15 3.50 0 . 60 0.30 0.038 0 . 051 0.130 0. 130 7 3. 60 3.50 0.75 0. 37 0.048 0. 064 0.130 0. 130 7 4. 05 3.50 0 .94 0. 46 0.061 0.081 0. 130 0 .130 7 4. 50 3.50 1 .17 0. 57 0.076 0.101 0 .146 0.146 7 --------------------------------------------------------------------------------- Vertical Stem Reinforcement: Shear-Friction Steel Added at Stem Base (ACI 11 11. 6) , Avf = 0.016 in^2 Available Length for Hook Embedment into Footing = 6.50 in. Available Length for Straight Embedment into Stem = 52.00 in. Development Length Straight Hook Percent Spac. 50% Cut Off (in. ) (in. ) Develop. (in. ) (in. ) #4 14 . 40 8 .40 77 .38 12.75 54.00 t #5 18 .00 10.50 61 . 90 15.81 54.00 #6 21 . 60 12. 60 51.59 18 .00 54.00 #7 31 .50 14.70 44.22 18 .00 54.00 #8 36.00 16. 80 38 . 69 18 .00 54.00 #9 45.81 18 . 95 34.30 18 .00 54.00 #10 58 .06 21.34 30.46 18 .00 54.00 #11 71.57 23. 69 27.44 18 .00 54.00 -------------------------------------------------------------------------------- Horizontal Stem Reinforcement: Area of steel for Shrinkage and Temp. Reinforcement = 0. 144 in^2 -----Spacing, in.----- ------Total Bars------ I.F. Only EA. Face I.F. Only EA. Face #4 16.67 18. 00 5.00 4 . 00 #5 18 .00 18 .00 4 . 00 4 . 00 #6 18 .00 18 .00 4 . 00 4. 00 #7 18 .00 18 .00 4 . 00 4 . 00 #8 18 .00 18 .00 4 . 00 4 . 00 #9 18 .00 18 .00 4 . 00 4. 00 #10 18 .00 18 .00 4 . 00 4 . 00 #11 18 .00 18 . 00 4 . 00 4 . 00 11/13/2018 8: 50 AM 6 of 8 I I r� TOE DESIGN: 1 8/19 * Steel Design Comb. = 0. 9D + 1. OW + 1. 6H * Thickness Design Comb. = 0. 9D + 1. OW + 1. 6H * Available Length for Hook Embedment into Stem = 4. 00 in. * Available Length for Straight Embed. into Toe = 1. 96 in. -------------------------------------------------------------------------------- d Mu Ph' As Flex. As Min. As T+S As Req'd (in. ) (ft-k) kip (k p) (in^2) (in^2) (in^2) (in^2) 6.00 0. 61 1.24 5. 40 0.023 0.030 0 .205 0. 205 Development Length Straight Hook Percent Spac. (in. ) (in. ) Dev p. (in. ) #4 36.00 8 . 40 .44 0. 64 's #5 45.00 10.50 4.36 0.79 n #6 54.00 1 3. 63 0. 93 `J�J #7 78 .75 4 .70 2.49 0.87 #8 90.0 16.80 2.18 1.01 #9 10 2 18 .95 1.93 1. 13 #10 4.30 21.34 1.71 1.27 #11 126.90 23. 69 1.54 1. 41 --- ------------------------------------------------- -------------- -------- - I HEEL DESIGN: * Steel Design Comb. = 1.2D + 1. 6R + 1. 6H + 0.5W * Thickness Design Comb. = 1 .2D + 1. 6R + 1. 6H + 0.5W * Available Length for Straight Embedment into Toe = 7 . 96 in. * Available Length for Straight Embedment into Heel = 15. 96 in. ------------------------------------------------------------------------------ d Mu Vu Phi Vn As Flex. As Min. As T+S As Req'd (in. ) (ft-k) (kip) (kip) (in^2) (in^2) (in^2) (in^2) 7. 00 0.78 1.02 6. 30 0.025 0.033 0.205 0.205 ----`----------------------------------------------------------------------------- Development Length Straight Hook Percent Spac. (in. ) (in. ), Develop. n. tk #4 14, 10 8 ,40 55,21 6. 47 D•C #5 18 . 00 10.50 44 .22 #6 21. 60 12 . 60 36.85 9. 48 I #7 31.50 14 .70 25.27 8 . 87 I #8 36. 00 16.80 22.11 10.22 #9 45. 81 18 . 95 17.38 10. 16 #10 58. 06 21.34 13.71 10 . 18 #11 71.57 23. 69 ll.i2 10. 15 i I 11/13/2018 8 :50 AM 7 of 8 i LONGITUDINAL FOOTING REINFORCEMENT (TEMP & SHRINK ONLY) : � g/fig --------------------------------------------------------------------------- Spacing (in. ) #4 11.70 #5 18 . 13 #6 25. 73 #7 35. 09 #8 46.20 #9 58 .48 #10 74 .27 #11 91.23 f i I I 11/13/2018 8:50 AM 8 of 8 �`.,, - I ,I } I r „ I • - • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info Project Title: The Special Delivery Birth Center Date 1/1/17 PROJ-SUM form Project Street Address 102 East Highland Drive For Building Department Use shall be provided as Project City.County,Zip: Arlington,Snohomish,98223 a cover sheet for all compliance form Project Owner or Rep: Charlotte LacSeul submittals.Project Title shall match Jurisdiction: City of Arlington project plans title block. Project Description New Construction and Additions Select all that apply to the New Building Building Addition scope of project. Select Addition+Existing or Existing Building Retrofit Alteration+Existing if the existing building will be Alteration [Change of Occupancy Change in Space Conditioning combined with the addition or alteration to demonstrate compliance per Section F Historic Building C502.1 or C503.1. Building Elements Scope-Select all that apply CAII Building Envelope Mechanical Systems [Service Hot Water Systems C Lighting Systems [Electrical Systems all Commercial CGroup R-R2,R3,&R4 over [}Nixed Use 3 stories and all R1 Occupancy Type Mixed Use-Building is greater than three stories above grade and it has both Commercial and Group R p Y YP occupancies. Mixed Occupancy-Building is three stories or less above grade and it has both Commercial and Group R2, R3 or R4 occupancies.Select All Commercial to document compliance for the commercial areas of the building. The residential spaces shall comply with the WSEC Residential Provisions. Select all that apply to the scope of project Fully Conditioned [Semi-heated2 [Refrigerated Spaces (Warehouse and/or Walk-in') Space Conditioning [Low Energy Space Category3 Categories Eligible Low Energy Spaces [Unconditioned [Low energy heating/cooling capacity [Wireless service [Greenhouse 4 [Equipment building equipment shelter Floor Area and Floors Above Building Gross Conditioned Floor Area Project Gross Conditioned Floor Area Grade Stories 2 5,202 5,202 CCompliance Method 1 -General C Compliance Method 2-Total Building Performance Compliance Method 1-Projects shall demonstrate compliance with all applicable mandatory and prescriptive requirements of this code. Refer to C401.2, Item 1 for more information. Compliance forms to include with a General Compliance Prescriptive submittal:All applicable ENV,LTG,and MECH. Path Compliance Method 2-Projects complying via total building performance(TBP)shall include a summary of results from a whote building energy model per Section C407 and shall demonstrate compliance with all applicable mandatory provisions in this Code. Refer to Section C401.2, Item 2 for more information. Compliance forms to include with a TBP submittal PROJ-SUM, ENV-CHK, LTG-EXT,LTG-CHK,and all MECH forms except MECH-ECONO and MECH-VENT(pending). Note 1-Refrigerated Spaces-They shall comply with the envelope and refrigeration eqquipment requirements in Section C410 Warehouse coolers and freezers shall also comply with the envelope requirements in C402. C410 takes precedent for overlapping requirements. Note 2-Semi-heated Spaces-If heated with equipment other than electric resistance may take an exemption for wall insulation.All other envelope assemblies shall comply with the thermal envelope provisions. Note 3-Exemptions For Low Energy Spaces-1_u v Energy spaces are exempt from all provisions in WSEC Section C402 Building Envelope, however all other applicable provisions in the Code do apply including lighting, mechanical,service water heating,etc Note 4-Eligible Space Conditioning For Low Energy Greenhouses-Greenhouses are defined as spaces that maintain a specialized sunlit environment that is used exclusively for cultivation protection and maintenance of plants. Cooling with outside air and/or evaporative cooling, and any form of heating equipment,are allowed under the Low Energy Greenhouse category. Greenhouses with cooling equipment that requires a condensing unit are NOT eligible. Received OFFICE COPY SEP OF 2019 �2 z11 ��r 4. I, Project • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 General Info I Project Title: The Special Delivery Birth Center Date 1/1/17 C406 Additional Building level efficiency options: Current Scope Previous Projects Efficiency Package C406.8 Enhanced envelope performance E E ..............._.............._............I...♦..._........_.....----- ........ C......_..................r......... Options Summary ~ .C406.9 Reduced air infiltration E ................................. .........................................................................-•-•-. - - ---....--•--..... .................................. A minimum of two Options are C406.5 On-site renewable energy required for new construction, and change in space Building area level efficiency options conditioning or occupancy .............. projects. C406.2 More efficient HVAC equipment Select all Options included in __ _ _ ...._ .._..... -- �_ __� _... � ..... .._......----�................................................ the current project scope. Also C406.6 Dedicated outside air systems(DOAS) C selectOptions complied with ......................................................................._...................................................................._ ...._....................-• --.--....... under previous projects(shell C406.7 Reduced energy use in service water heating L and core,other tenant spaces _-•---...__-.. .........._....................._............................. ._.. .............__.... in building,etc) C406 3 Reduced lighting power Buildings with multiple tenant ..... ................................ .......... :,:-_........... .............E...._........._...........E............... spaces may comply with C406.4 Enhanced digital lighting controls different options(mix&match). C406 Comments: Options are required for all After completion of the bidder design process,the owner may choose different building area level space conditioning categories efficiency options Include discipline specific information for C406 options in ENV-SUM, LTG-SUM and MECH-SUM. Refer to SBCC website for official interpretations regarding C406 provisions. {�� ,� �. L� I r Envelope 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Info Project Title: The Special Delivery Birth Center Date 01/01/2017 Applicant Info. Company Name: Carla Hall Architects For Building Department Use Provide contact Company Address: 21308 State Route 530 NE information for individual who can Applicant Name: Carla Hall respond to inquiries Applicant Phone: about information pp 360-722-9059 provided. Applicant Email: info@carlahallarchitects.com Project Description New Building C Addition C Alteration E No Envelope Scope Envelope Project Scope All Commercial C Group R-Commercial C Mixed Use-Commercial+Group R Select all that apply. CSemi-heated E:Refrigerated Cooler F—Refrigerated Freezer E Equipment Building Envelope Description The proposed structure is a non-rated wood framed two story building with a vented Provide brief description of the project and crawlspace, and part of the roof is vented w/attic trusses and part has sloped ceilings w/rigid relevant supporting documentation. insulation.The air barrier will extend around the exterior face of the sheathing & penetrations, along the interior face of the gypsum board exterior ceiling, and on top of the If project includes multiple Target Insulation subflooring of the main level. The building permit drawings support 2015 Washington State Allowance areas, and/or is demonstrating Energy Code compliance. compliance as an Addition+Existing, Alteration+Existing,or Addition+Alteration +Existing project, provide a brief summary of the approach to whole buildinq compliance. Air Barrier Testing �(Air barrier testing per Section C402.5.1.2 included in project scope Air barrier testing is required for all new construction projects. Testing criteria is 0.40 Additional Efficiency Package Option-C406.9 Reduced Air Infiltration cfm/ft2 under test pressure of 0.3 inch w.g. To comply with C406.9,demonstrate that E Testing not required. Explanation: measured air leakage of building envelope does not exceed 0 25 cfm/ft2. Compliance Documentation Scope and Method Scope of This Calculation E New Building C Addition E Alteration C No Envelope Scope Target Insulation Allowance *Fully Conditioned-Commercial,Group R,Mixed Use Sets the title and calculations in the compliance forms. Selection required OSemi-heated CRefrigerated Cooler O Refrigerated Freezer to enable forms. If project includes more than one Target Insulation Allowance area,and/or if project includes addition and alteration areas complying independently,for each area complete an ENV-SUM form Rows 16-46 and either an ENV-PRESCRIPTIVE form,or ENV-UA+ENV-SHGC forms if demonstrating compliance via component performance. Envelope Compliance Path *Prescriptive CComponent Performance Selection required to enable forms Component Performance E Change of Occupancy(C503.2)I Conditioning(C505)-10%higher UA allowed Calculation Adjustments C Additional Efficiency Package Option-C406.8 Enhanced Envelope-15%lower UA required Additions *Addition stand alone CAddition+Existing Addition stand alone-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall,roof, vertical fenestration and skylight areas as EXISTING.Enter total addition envelope assembly areas as NEW. If resulting total building WWR exceeds 30%and/or SSR exceeds 5%,refer to C502.2.1 and C502.2.2 for prescriptive compliance alternatives. If complying via component performance,complete ENV-UA per instructions for addition stand alone projects. Addition+existing-Complete ENV-UA per instructions for addtion+existing projects. Alterations- Replacement windows only,or resulting C Total building WWR increased by alteration Fenestration and Skylight total building WWR 5 W original WR CReplacement skylights only,or resulting C Total building SRR increased by alteration total building SRR<_original SRR WWR and SRR not increased-Vertical Fenestration and Skylight Area Calculation not required. WWR and/or SRR increased-Complete Vertical Fenestration and Skylight Area Calculation. Enter total existing-to-remain wall,roof, vertical fenestration and skylight areas as EXISTING.Enter total altered envelope assembly areas as NEW. If resulting total building WWR exceeds 30%and/ or SSR exceeds 5%,refer to C503.3.2 and C503.3 3 for prescriptive compliance alternatives. If complying via component performance,complete ENV-UA per instructions for alteration+existing projects. • • - • _ 2 ENV-SUM 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 Vertical Fenestration and Total Vertical NET Exterior Above Skylight Area Calculation Fenestration Area Grade Total Skylight Area NET Exterior Roof (rough opening) Wall Area (rough opening) Area Prescriptive Path-Enter envelope sf values New 780 3,915 20 4,121 directly into this section of ENV-SUM for vertical fenestration,skylights,net walls and Existing 0 0 0 0 roof. For Additions and Alterations,refer to these sections in ENV-SUM for further instructions. Total 780 3,915 20 4,121 Component Performance-Men this Envelope Compliance Path is selected, write- protection of this section is enabled. Enter Vertical u Skylight-to-Roof u envelope sf values for all assemblies into the Fenestration-to-Wall 16.6/o Ratio(SRR) 0.5/o ENV-UA form.Envelope information from Ratio(WWR) ENV-UA will auto-fill into this section of ENV- SUM. Vertical Fenestration Area Compliance VERTICAL FENESTRATION AREA COMPLIES WITH MAXIMUM ALLOWANCE ................................................................................. Skylight Area Compliance SKYLIGHT AREA COMPLIES WITH MAXIMUM ALLOWANCE Vertical Fenestration CHigh performance fenestration U-factors and SHGC per C402.4.1.3 Alternates C Dedicated outdoor air system per C402.4.1.4 and C403.6 ....................... ..... _. Show locations of qualifying daylight zone CIn buildings>_3 stories,25%or more of NET floor area is in DLZ per C402.4 1 1 (DLZ)areas and ft2 on project plans. On buildings<3 stories,50%or more of CONDITIONED floor area is within DLZ per C402 4.1.1 For Daylight Zone Area Calculations- Daylight Zone Calculations a)Sidelight areas include primary+ secondary daylight zone areas. Daylight Zone Fenestration Alternate Not Sidelight Daylight Toplight Daylight Percent Daylight b)Include overlapping toplight and sidelight Selected.No Calculations Required Zone Area Zone Area Zone Area daylight zone areas under Toplight. c)Net floor area definition in Chapter 2. Spaces in Single Story List all enclosed spaces that exceed Z 500 ft2,have ceiling height greater than 15 ff and are space Building Requiring Skylights types required to comply with this provision Indicate aperture with"AP"prefix(AP 1.1%) In these spaces a minimum of 50%of the floor Space Space Area(ft) DLZ Area(ft) SRR or Aperture Exception area shall be within a skylight daylight zone (DLZ).Refer to C402.4 2 for requirements. SRR=Skylight to roof ratio Envelope Exemptions Low Energy and Semi-heated Low energy spaces per C402 1.1 Item 1 are exempt from the thermal envelope provisions. Semi- heated spaces heated by systems other than electric resistance are exempt from wall insulation Spaces provision only per C402.1.1.1 Complete Low Energy and Semi-Heated Spaces table in MECH-SUM to verity eligibility based on installed peak heating and cooling capacity per sf. Equipment Buildings Wall Insulation Roof Insulation Overall Average R-Value R-Value U-Factor Equipment buildings are exempt from the Equipment Building Envelope thermal envelope provisions per C402 1.2. The following shall be met to be eligible: Electronic equipment power(watts/sf) building size<_500 sf,average wall/roof U- Heating system output capacity(Btu/hr) factor<_U-0.20, electronic equipment load>_7 watts/sf,heating system output capacity<_ Cooling capacity(Yes/No) 17,000 btu/h. Cooling system capacity not limited. Prescriptive Path, pg.W WENV-PRESCRIPTIV!i 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 Target Insulation Allowance For Building Department Use Fully Conditioned Space-Commercial,Group R.Mixed Use Fenestration Area as%gross above-grade wall area 16.6% Max.Target: 30.0% Skylight Area as%gross roof area 0.5% Max Target: 5.0% Vertical Fenestration Alternates: None Selected on ENV-SUM User Note Prescriptive compliance of envelope assemblies may be accomplished by providing insulation R-values per Table C402.1.3 or U-factors/F-factors per Tables C402.1.4 and C402.4.A single project may comply via R-values for some envelope assemblies and U-factors/F-factors for others. Note compliance method taken for each assembly in spaces provided. U-Factor/F-Factor Method for Prescriptive Building Component R-Value Method for Prescriptive Compliance Compliance Continuous o Area of Metal Cavity Ins. Ins.(CI) Penetrations Assembly Provide plan/detail#of assembly and description R-Value R-Value` in Cl' U-Factor U-Factor Source' U ' I N I a j CO O o° a Detail 2&3,Sht.A16 R-49 N upper level loft roof w/2 x 12 rafters&sloped ceiling i 0 y Detail 1,Sht.A16 R-49 Main level truss roof w/attic j in m m U g m 'o Detail 1,Sht.A16 R-21 2 x 6 exterior walls w/cavity insulation a � m a � O ca c m H m =� w w E i t o � U I m 3 a 0 2 c }rn m � I °o Detail 1,Sht.A16 FL E 2 x 10 floor joist over crawlspace w/cavity R-30 insulation 1 L 1 i I Prescriptive Path, pg. 2015 WSEC Compliance Forms for Commercial Buildings including R2 .$R4 over 3 stories and all R1 Revised Oct 2017 Pr*ctTitle: The Special Delivery Birth Center Date 01/01/2017 Fenestration Area as%gross above-grade wall area 16.6% Max.Target: 30.0% For Building Department Use Skylight Area as%gross roof area 0.5% Max.Target: 5.0% If vertical fenestration or skylight area exceeds maximum allowed per C402.4.1,then the project must comply via Component Performance and provide ENV-UA and ENV-SHGC forms. Building Component R-Value Method for U-Factor/F-Factor Method for Prescriptive Compliance Prescriptive Compliance Perim.Ins. : Full Slab Cl Provide plan/detail#of assembly and description R-Value R-Value F-Factor `. F-Factor Source10 Ca m a) a C C O -0 (U Co I ) i E Provide ID from door schedule and description R-Ins. Assembly U-Factor Source" Value U-Factor 0 3 a3 m O p Solar Heat Gain Coefficient(SHGC) U-Factor for Prescriptive Compliance Projection Factor(PF) Orientation Assembly Assembly Provide ID from window schedule and description if applicabletz (N or SEW)13 SHGC" U-Factor U-Factor Source" cu Window Schedule Sheet A7. PlyGem vinyl windows na SEW 0.22 0.31 NFRC product rating Window Schedule Sheet A7. PlyGem vinyl windows na N 0.22 0.31 ! NFRC product rating z Window Schedule Sheet A7. Wood entry doors. na SEW 0.60 040 default value o Window Schedule Sheet A7. Wood entry doors. na N 0 60 040 default value X � x - a) C a)er(p�p a)� S U ay 1 Z' a) derrilliath a slab-on-grade or exposed floor,this floor shall be thermally broken from the surrounding floor area with the same amount of insulation as required for YJ t a' '• i Y Miscellaneous- Refrigerated Spaces Ins. Assembly Provide plan/detail#of assembly and description R-Value U-Factor U-Factor Source N� O O 2,0 LL LL Cooler/ ;Double Pane_ Triple Pane Inert Gas Heat Reflective Provide ID from window schedule and description Freezer Glass Glass Filled Treated Glass `o 0 _ o C C C M t FD 0 a3 a) of � �, i� I • • • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Energy Code, Commercial Provisions. ppiica i i [;Ole Location in Building Department (yes,no,na) Section Component Compliance information required in permit documents Documents Notes SCOPE Identify low energy spaces on plans;include project information,and na C402.1.1 Low energy spaces calculations if applicable,that demonstrate spaces are eligible for envelope provisions exam tion na C402.1.1.1 Semi-heated spaces Identify semi-heated spaces on plans,include calculations that demonstrate spaces are eligible for wall insulation exemption Provide building area,average wall and roof U-factor,and installed equipment na C402.1.2 Equipment Buildings information that demonstrates equipment building is eligible for envelope provision exemption Walk-in and na C410.2 warehouse cooler and Identify walk-in and warehouse cooler and freezer spaces on plans freezers aces na C101.4.1 Mixed occu ancy Identify spaces with different occupancy requirements on plans Identify on plans existing unconditioned spaces changing to semi-heated or na C503.2 Change of space conditioned space,and existing semi-heated spaces changing to conditioned conditioning space;provide calculations for existing and final level of space conditioning, and calculations that demonstrate alteration complies with current WSEC Identify on plans existing F,S and U-occupancy spaces undergoing a change in occupancy;provide calculations that demonstrate alteration complies with the current WSEC identify on plans pre-2002 Group R spaces undergoing a change to a na C505.1 Change of occupancy commercial occupancy;provide calculations that demonstrate alteration complies with the current WSEC ldentify on plans non-Group R occupancy spaces undergoing a change to Group R;provide calculations that demonstrate alteration complies with the current WSEC ENVELOPE PROVISIONS Indicate envelope insulation compliance path and provide applicable forms; SheetA1 C103.2 Compliance ENV-PRESCRIPTIVE or ENV-UA/ENV-SHGC for component performance yes C103.6.3 documentation -- ------- - -- --- _ __��________—_____—__.Energy Code If complying via total building performance,provide a list of all proposed Notes envelope component types,areas and U-values All yes C303.1.1 Insulation Indicate identification mark shall be applied to all insulation materials and Sheet Code C303.1.2 identification insulation installed such that the mark is readily observable during inspection Notes C303.1.3 Fenestration product iFenestration products shall be labeled with rated U-factor,SHGC,VT,and Sheet Al yes C402.4.3 rating leakage rating Energy Code Notes Indicate installation methods,thicknesses,densities and clearances to achieve yes C303.1.1 General insulation the intended R-value of all insulation materials; Sheet A16 C402.2.1 installation Where two or more layers of rigid insulation will be used,indicate that edge Wall Sections joints between-layers are staggered Indicate R-value(s)of cavity/continuous insulation on roof sections; _ ... ......................._-.-.................................................... Indicate framing materials on roof sections; Indicate method of framing for ceilings below vented attics and vaulted ceilings perA102-2(std,adv); ----_'------------------whase -C103.2 Roof assembly Provide area weighted average U-factor calculation for insulation whose Sheet A16 C402.2.2 insulation thickness varies by 1 inch or less; Wall Sections .-......... _... - ------- •------ ------ Indicate effective U-factors of tapered insulation entirely above deck per Al02 2.6;include roof configuration and slope,maximum R-value at peak and minimum R-value at low point for all roof surfaces ......-....--.................................................._..-------------"-.-..-...........---._- ..... Indicate R-values for thermal spacers and each insulation layer,and liner s stem LS method for metal buildin roofs Skylight curb Indicate curb insulation R-value on roof section if not included in skylight NFRC Sheet A16 yes C402 2 2 insulation rating Building Cross Sections Indicate R-value(s)of cavity/continuous insulation on wall sections; ._............................................._..__---..................................................... ... Indicate framing materials on wall sections; _._......-...-........................ -_.........---------------._.................................... C103 2 Indicate method of framing for wood construction perA103.2(std,int,adv); Indfdate fri*vial densitycategory.wall wei fifand}ieaf ca ac f for qualifying C402 2 3 Above/below grade g ry, g p y q fy g SheetA16 yes mass walls; C402 2 4 wall insulation .„..W- Wall Sections ------- -- ---------- - ------ - --..,,o,s"....................__-.. C303 2 1 For qualifying ASTM C90 masonry walls,indicate loose-fill core insulation material and percentage of cores filled including grouted cores,bond beams, vertical fills,headers and any other grouted cores; - • ------...------ --.-._................................... -.._........•--....._.....- Indicate method of protection of exposed exterior basement/crawlspace wall insulation Building Permit Plans CMcklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 Applicability Code Locanon in Buiiding uepa men (yes,no,na) Section Component Compliance information required in permit documents Documents Notes C103.2 indicate rated U-factor(swinging)or R-value(non-swinging-roll-up/sliding)on na C402.4.4 Opaque doors wall sections or in door schedules-applies to doors with less than 50%glazed area Floor over outdoor or Indicate R-value(s)of cavity/continuous insulation on floor sections; .----------._.--- _____-.. �_ .. - ---.- SheetAl6 yes C402.2.5 unconditioned space Indicate framing material on floor sections_ �_ Wall Sections insulation __ .........___....__. _.....-................................ Indicate material density category and weight of qualifying mass floors Indicate R-value of continuous insulation on wall section or foundation detail; na C402.2,6 Slab-on-grade floor Indicate insulation extends down vertically and/or horizontally the required C303,2.1 insulation distance from top of slab; — -•• ---- .......................................................................................................... Indicate method of protection of exposed exterior slab edge insulation Indicate R-value of continuous insulation on wall section or foundation detail; Radiantly heated slab-j....-••••-•---•-......••--•.•••••. -- C402 2 6 insulation ndicate insulation extends down vertically from top of slab and then na C303 2 1 on-grade floor horiz......ontally.. ..u.nder the.entire._.. sla.b; .. . . ..... ......__... __....._-.._......-.._.................................... ............... Indicate method of protection of exposed exterior slab edge insulation na C402.2 8 Radiant heating Indicate insulation R-value behind radiant panels,U-bend/headers and bottom system insulation surface of radiantly heated floors other than radiantly heated slab-on- rade C402.4.1 Provide calculation for total vertical fenestration area as a percentage of gross Sheet Al yes C502.2.1 Vertical fenestration above grade wall area(WWR)for new construction,additions and alterations in(Energy Code C503.3.2 maximum area ENV-SUM Notes Provide calculations showing that the percentage of overall conditioned floor area within daylight zones is equal to or greater than 50%in 1 and 2 story buildings;OR C402.4.1.1 Increased prescriptive Provide calculations showing that the percentage of overall net floor area within C405.2.4.1 maximum vertical daylight zones is equal to or greater than 25%in buildings 3 stories or more; na C502.2.1 fenestration area with include the gross floor area and list of spaces omitted for the net floor area; C503.3.2 daylight zones and Note Tnenvelop pla•j'Fl--- controls ns that all lighting fixtures located within daylight zones shall be provided with daylight responsive controls per WSEC Section C405.2.4.1;indicate method of control in lighting fixture schedules ............................................ Indicate that the VT of vertical fenestration is at least 1.1 times the rated SHGC Increased prescriptive Indicate high performance U-factors and SHGC values in fenestration C402.4.1.3 maximum vertical schedules; na C502.2.1 fenestration area with Indicate if an area-weighted U-factor-is*used for multiple fenestration elements C503.3 2 high-performance within the same fenestration category per Table C402.3;provide U-factor glazing calculations Increased prescriptive C402.4.1.4 maximum vertical Indicate that for eligibility,all occupied,conditioned spaces will be served by a na C403 6 fenestration area with dedicated outside air system(DOAS)that delivers ventilation air without DOAS mechanical requiring operation of the heating/cooling system per Section C403.6 systems Wall/vertical Indicate if component performance with target area adjustment will be used to na C402A.5 fenestration target account for vertical fenestration area in excess of the prescriptive maximum area adjustment allowed C402.4.1 Skylight maximum Provide calculation for total skylight area as a percentage of gross roof area Sheet Al yes C502.2.2 area (SRR)for new construction,additions and alterations in ENV-SUM Energy Code C503.3.3 Notes na C402.1.5.2 Roof/skylight target Indicate if component performance with target area adjustment will be used to area adjustment account for skylight area in excess of the prescriptive maximum allowed Indicate U-factors,SHGC and VT values in fenestration schedules; U-factors,SHGC and Indicate if an are U-factor is used for multiple fenestration elements yes C402.4.3 VT for all fenestration within the same fenestration category per Table C402.3;provide U-factor Sheet w C303.1.3 ,assemblies calculations Window Schedule ............_....................................._...•-----...•.....................-.....-............. . Indicate if values are NFRC or default;if default then specify frame type, 1glazing layers,gap width,low-e coatings, as-fill Permanent shading F.r windows with overhangs or permanent projection shading devices,provide na C402.4.3 devices ection factor calculations(Equation C4-6)and associated minimum SHGC orth and non-north orientations r � � .,1� Building Permit • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 APPIlCaDilitY Code Location in Building Department (yes,no,na) Section Component Compliance information required in permit documents Documents Notes In single story buildings,provide list of enclosed areas that exceed 2,500 sf;for each space identify the space use,floor area,floor to ceiling height,whether skylights are installed,and any exception taken; Provide calculations for percentage of conditioned floor area located within a Spaces in single story daylight zone including skylight and eligible sidelight daylight zones; na C402 4 2 buildings requiring .._.....................n.s......e.. -tage of skylight . ....... ... ace Provide calculations for percentage of skylight area in each space over 2,500 skylights sf,OR; .5r*o.........._.........._.............__-......-___....-__.........................__....r.............. Provide calculations for skylight effective aperture(Equation CM5)for each space over 2.500 sf; Indicate haze factor of skylight glazing material or diffuser ADDITIONAL EFFICIENCY PACKAGE OPTION-ENHANCED ENVELOPE PERFORMANCE To comply with additional efficiency package option,demonstrate envelope na 0406.8 Enhanced envelope insulation compliance via component performance;provide ENV-UA/ENV- performance SHGC compliance forms;verify that building total UA is 15%lower than the Code target UA AIR LEAKAGE Identify location and provide diagram of continuous air barrier in plans and Sheet Al Energy Air barrier construction sections; yesC402.5.1.1 ................._......................... -----................_._......---_....trati......in ai...arri....-. Code Notes and sealing Provide details for all joints,transitions in materials,penetrations in air barrier SheetA16 Details and note method of sealing caulked,gasketed,or other approved method) Rooms containing Indicate that room(s)containing non-direct vent appliances is isolated from open combustion fuel conditioned space by the thermal envelope with a sealed air barrier,including na C402.5.3 burning appliances doorway gasketing and sealing around ductwork and piping penetrations; ....*o,vi `e.d.i._....................._-........._.__............nveI ....... used for space Indicate insulation provided in wall,floor and ceiling of the room envelope,and conditioning insulation required on combustion air ductwork i Access mgs ancl Indicate locations of all access openings and doors to shafts,chutes,stairways na C402.5.4 doors to shafts, and elevators; chutes,stairways and .................•-------------•-----------•------------------------------•----------------------------------------- Indicate method of gasketing,weatherstripping and sealing of these openings Indicate locations of all stairway enclosure,elevator shaft and building C402 5.5 Outdoor air intakes, pressurization relief openings,outside air intakes and exhaust openings; Sheet Al _.....................e*pl......tha*t*.........ef*,* uts'i................_..............-.................... yes exhausts and relief Note in envelope plans that all relief,outside air intake and exhaust openings 'Energy Code C403.2 4 3 openings shall be provided with dampers in accordance with Mechanical Section Notes C403.2.4.3 Indicate method of sealing between light fixture housing and wall or ceiling; Recessedlighting in ............................................................_...... ........ --- -- ....— - - Sheet All yes C402 5 8 Note in envelope plans that all recessed lighting fixtures shall be IC rated and building envelope have an air leakage rating not greater than 2 cfm per ASTM E283 test;include Electric Notes these re uirements in lighting fixture schedules na C402 5 6 Loading dock seals Indicate weather seal at cargo and loading dock doors Indicate locations and dimensions of vestibules and air curtains; indicate exception and criteria utilized for all building entrances and exits that na C402 5 7 Vestibules do not have a vestibule or air curtain; - .. . .. ............ Indicate required performance for air curtains installed per exception 7; For unconditioned vestibules,indicate which envelope assembly(interior or exterior)complies with the requirements for a conditioned space Indicate on plans the location of air barrier boundaries and area calculations on all six sides of the air barrier; ....................__. . _.------..._..-._.......-----*...-- - - ---...-....---- Indicate air barrier test method in accordance with ASTM E779 or approved equivalent; Sheet Al C103.2 Building air leakage Indicate required maximum leakage rate for compliance. Energy Code yes C402.5-1.2 test Include the following requirements in project documents:(1)Submit air barrier Notes Sheet A2 test report to jurisdiction once test is completed;(2)If test results exceed 0.40 Bidder Design cfm/ftz(1.5 L/s'mz)at 0.3 in.wg(75 Pa),then visually inspect air barrier and Notes seal noted sources of leakage;(3)Submit a follow-up report to jurisdiction noting corrective measures taken; (4)Include air barrier test report in compliance documentation provided to building owner, l�,o 1 I I Building Permit Plans CIVilaklist, • • 2015 WSEC Compliance Forms for Commercial Buildings including R2,R3,&R4 over 3 stories and all R1 Revised Oct 2017 Project Title: The Special Delivery Birth Center Date 01/01/2017 pplicaoiuty Code Location in e+un ing uepartmen (yes,no,na) Section Component Compliance information required in permit documents Documents Notes ADDITIONAL EFFICIENCY PACKAGE OPTION-REDUCED AIR INFILTRATION To comply with additional efficiency package option,indicate in project na C406-9 Reduced air infiltration documents that the air barrier test results shall not exceed 0,25 cfm/ftz(0.94 Us"m)at 0.3 in.wg(75 Pa);indicate air barrier test report shall be submitted to the jurisdiction and building owner once test is completed ALTERATIONS na For a roof alteration where existing ceiling cavities are exposed,indicate C503.1 Roof alteration- cavities are insulated to full depth at R-3 per inch ......................................................................................._......................... C503.3.1 insulation For a roof covering replacement where insulation is installed entirely above the na roof deck,indicate insulation complies with requirements for new construction per Tables C402 1.3 or C402 1 A Wall and floor For a wall or floor alteration(floor over outdoor or unconditioned space)where na C503A alteration-insulation existing envelope cavities are exposed,indicate cavities are insulated to full depth at R-3 per inch Where the addition of new vertical fenestration results in total building window- Addition of vertical to-wall ratio(WWR)exceeding the maximum allowed per C402.4.1, na C503-32 fenestration demonstrate method of compliance(vertical fenestration alternate per C503 3 2,or component performance compliance with target area adjustment for the total building) Where the addition of new skylights results in total building skylight-to-roof ratio na C503.3 3 Addition of skylights (SRR)exceeding the maximum allowed per C402.4.1,demonstrate component performance compliance with target area adjustment for the total building PROJECT CLOSE OUT DOCUMENTATION Sheet Al Project close out Indicate in plans that project close out documentation is required including Energy Code yes C103 6 3 documentation applicable WSEC envelope compliance forms and calculations,and Notes Sheet A2 requirements fenestration NFRC rating certificates Bidder Design Notes If"no"is selected for any question,provide explanation: End of Building Permit Plans Checklist l t � �' l� :� 1 I r COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The following minimum information is required for your Commercial/Multi-Family Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ❑ One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) ❑ Gne-(1) City of Arlington Commercial/Multi-Family Submittal Requirements Form 0� Two (2) Architectural Drawings O Two (2) Structural Drawings 9 ►wo (2) Structural Calculations ❑ One (1) Project Specification Manuals (if applicable) ❑ One (1) NREC Code Compliance Forms ❑ One (1) Special Inspection Requirements Forms ❑ One (1) Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at (360) 403 3551 or by email to ced0arlinatonwa.aov. I acknowledge that all items designated above are included as part of this application. REV 2019 fW Page 1 of 9 I 4 COMMERCIAL APPLICATION o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code (IRC) 3. 2015 International Mechanical Code (IMC) 4. 2015 International Fuel Gas Code (IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 Uniform Plumbing Code(UPC) 7. 2015 International Property Maintenance Code(IPMC) B. 2015 International Existing Property Code (IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2017 Accessible&Usable Buildings and Facilities(ICC/A117.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAC 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration, and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 18 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2& IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2) complete sets of drawings and plans. Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions, in indelible ink, blue line,or other professional media. Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details'or those that have been altered after the design professional has signed the plans. Please Note: A separate submittal of plans is required for each building or structure. REV 2019 Page 2 of 9 I! I Cr1�Y 4�' COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN —REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners (or two identifiable locations for irregular plan shapes). 5. Show building setbacks, easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities,including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ❑ ARCHITECTURAL DRAWINGS 1 Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4 Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio (if applicable) 7. Occupant load calculation (show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6. Any other Design Team Members 2. Floor Plan a) Plan view 1/8"minimum scale. Details a minimum %,-inch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2019 Page 3 of 9 I I 1 V y COMMERCIAL APPLICATION s PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows, etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. Reflected Ceiling Plan a) Plan view 1/8"minimum scale. Details a minimum %4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1 A. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4 Framing Plan a) Specify the size,spacing, span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5 ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ❑ SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. WASHINGTON STATE ENERGY CODE 1.One (1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS). Contact the Arlington REV 2019 Page 4 of 9 i �� .� G�' Y 4� COMMERCIAL APPLICATION '� o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately.Mechanical, electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information, please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2019 Page 5 of 9 i �� Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BY COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANTS STATEMENT OF INTENDED USE. Name of Project:The Special Delivery Birth Center Valuation: $695,352.00 Project Address: 102 East Highland Drive Parcel ID#: 31051100404300 Legal Description see sheet Al Owner: Charlotte LacSeul Phone Number: 425-923-9570 Address: 2246 128th Drive NE City:Arlington State:WA Zip Code:98223 Engineer:Design Build Services Phone Number: 360-793-9659 Cell Phone: E-mail: rheide(adbsmonroe.com Address: 28119-120th Street SE City:Monroe State:WA Zip Code:98272 General Contractor:Michael Leon Construction, Inc. Phone Number:360-435-0610 Cell Phone: 206-799-4576 E-mail: michael leon.mlc@gmail.com Address:526 N. West Ave, City:Arlington State: WA Zip Code: 98223 Contractor's License Number:CC MICHAELCO51MC Expiration:8-1-2 020 Contact Person: Carla Hall, Architect Phone Number: 360-722-9059 Cell Phone: 360-722-9059 E-mail: info@carlahallarchitects.com Address: 21308 State Route 530 NE City:Arlington State: WA Zip Code: 98223 Proposed Scope of Work:5202 two story childbirth center REV 2019 Page 6 of 9 I�t i COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant The Special Delivery Birth Center Site Address102 East Highland Drive Bldg/Unit/Suite IBC Construction Type V-B non sprinklered IBC Occupancy Type Business Description of Use Childbirth Center Building Square Footage 5202 SF Number of Stories two Square Footage Per FloorMain level: 4058 SF Upper level: 1144 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents(>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 �j ., CSA� Y 4 COMMERCIAL APPLICATION '� o 4 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Name of Project: Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed) ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specify: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as`deputy" City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 1 I! 1 I COMMERCIAL APPLICATION .Q PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections. No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Charlotte LacSeul September 06, Owner: Date: )nl a I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Carla A Hall, Architect September 06, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted by Amount Received Receipt# Date Received REV 2019 Page 9 of 9 �o�, �� WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN CHA-Birth Center WoodWorkso Sizer 11.1.1 Nov.13,2018 09:57:24 Concept Mode : Seam View Roof: 19 ' 81' 12 _I.. r . .•,. ,. 1 �� J J: I , 7 r t 28 b74 _ _ . .. _ _ .. .. . .- - - Y.1 I / __ -_ 31 t 1, _ 1 y�' L L 5O b84 I b71 9 E•�NV' t i_ ..L .1. �• :- i- 1 t- -- _ --- - -«-i - - - - -- - --�N GnZ 37 45. .-. ; 'Vb63 r! �.1 �- _ - I b73 I - - - - -• - Z._ --- --- •- = 54��,1 b81 i I 1 .. 8. nn' Z I , �- .i - -• -!.�-1l-th #bct^I^ t ,�- - - -U1 - I ,-. 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'- to-ILA NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: �_ll() I AMP WO K3 DATE: I� �� 19 JOB ADDRESS: �, LOT It- PROJECT: spq ciajvl5t 1,l TYPE OF INSPECT e<' �bo�Vjeq' OTHER: __�� ❑ NO PERMIT-STO -WDRK,013t IN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL O{2 REINSPECTION liw a✓D THE ACTIO`CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. F' R INSPECTION CALL: 360-403-3417 INS PfCT ATE O PLANNING Cl CIVIL 0 BUILDING CITY OF ARLINGTON N A A W z �� • W z m m O leto �, F aC Z w w "" a LQ G� CY F Z A w v a O G ❑ ❑ a Q O F z w LM Z Q O O � M e m U a Z z ? L2 V o r� EC-) F C O E M W a � a a o a > un p `� 04 O vi R F v cn a O A F., <4 Z �o k" ❑ z GC O P4 0. O Z Q z cm 17 ❑ a O a Fes- FO ❑ ❑ ❑ ❑ ❑ ❑ z ❑ 4IVY COMMERCIAL APPLICATION �'�► ;�o PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLIST AND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:The Special Delivery Birth Center valuation: $695,352.00 Project Address: 102 East Highland Drive Parcel ID#: 31051100404300 Legal Description see sheet Al Owner: Charlotte LacSeul Phone Number: 425-923-9570 Address: 2246 128th Drive NE City:Arlington State:WA Zip Code:98223 Engineer:Design Build Services Phone Number. 360-793-9659 Cell Phone: E-mail: rheidePdbsmonroe.com Address: 28119-120th Street SE Monroe WA 98272 City: State: Zip Code: General Contractor:Michael Leon Construction, Inc, Phone Number:360-435-0610 Cell Phone: 206-799-4576 E-mail: michael leon.mlc@gmail.com Address:526 N. West Ave. City:Arlington State: WA Zip Code: 98223 Contractor's License Number:CC MICHAELCO51MC Expiration:8-1-2020 Contact Person: Carla Hall, Architect Phone Number: 360-722-9059 Cell Phone: 360-722-9059 E-mail: info@carla haIlarchitects.com Address: 21308 State Route 530 NE City:Arlington State: WA Zip Code: 98223 Proposed Scope of Work:5202 two story childbirth center REV 2019 Page 6 of 9 fa d* COMMERCIAL APPLICATION PERMIT SUBMITTAL s Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Project Name/Tenant The Special Delivery Birth Center Site Address102 East Highland Drive Bldg/Unit/Suite IBC Construction Type V-B non sprinklered IBC Occupancy Type Business Description of Use Childbirth Center Building Square Footage 5202 SF Number of Stories two Square Footage Per FloorMain level: 4058 SF Upper level: 1144 SF Will there be any installation, modification or removal of the following? (Check all that apply) ❑ Automatic fire extinguishing systems ❑ Compressed gas systems ❑ Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids (tanks, piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations ❑ Standpipe systems ❑ Temporary membrane structure, tents (>200sq ft)or canopies (>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, information, or permits during the plan review or construction process. Statement of Special Inspection REV 2019 Page 7 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 Name of Project: Project Address: Special Inspection Firm: Address: Contact Person: Phone: Email: Special Inspection Firm Special Inspectors: The Special inspection Firm of will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). ( ) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete { ) Structural Masonry ( ) Structural Steel and Welding ( ) High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems ( ) Other Specry: All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued. This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as`deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available, at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports, on site,for review. REV 2019 Page 8 of 9 COMMERCIAL APPLICATION s � PERMIT SUBMITTAL Department f mmni E mi v o Community ty & Economic Development City of Arlington• 18204 59th Ave NE• Arlington, WA 98223• Phone(360) 403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained, prior to work shown on the revisions being performed. Owner: The project owner, or the architect or engineer acting as the owners agent, shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project, until nonconforming items have been resolved. ACKNOW LEDOEMENTS I have read and agree to comply with the terms and conditions of this agreement. Charlotte LacSeul September 06, Owner: Date: )ni Q I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above-described property will be in accordance with the laws, rules and regulation of the State of Washington. Applicants Signature Carla A Hall, Architect September 06, 2019 Print Applicants Name Date FOR STAFF USE ONLY Permit# Accepted By Amount Received Receipt# Date Received REV 2019 Page 9 of 9 ( DEFERRED SUBMITTAL REQUESTS The undersigned has been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: Number APPLICANTS NAME =first name L st na a PHONE number. �'a k 3Cpb EMAIL emaA�CQ.V�Ccl�.l� c(fvc _ PRIMARY First n me La t name PHONE number. CONTACT -1�>eeavk�a_CI�Vz�1 f e s. EMAIL a Sail TAX I.D.NUMBER Number PROJECT NAME Name ,Ay &�Jzh�J �at�� PROJECT bescription 5 2v2 sf DESCRIPTION '�r—wk—r' ' J&w catSucknl SITE ADDRESS Address � L) 1 Pa e ITEM: rERREP ITEM Date Date Fk 011LITEM:DEFERRED IT M Date Date I.QC�LO ica� ITEM;DEFERRED IT Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date Date ITEM:DEFERRED ITEM Date Date I hereby assume all risk,financially and otherwise,for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that certain inspections will NOT be performed until the submissions are accepted, reviewed and issued. I understand additional fees will be required based on the additional time spent for plan review.All deferred submittals must be submitted to the City of Arlington Community and Economic Development Department for review. Architect/Engineer of Record First name Last name Date Date Signature Sign. Owner First name Last name Date Date Lacs-euJQ 1I Signature sign. 21 Page ro 1.OI REVISIONS BY L 9'-a'1 Oj BIRTH SUITE DOUBLE SOUND WALL: 16 c n i (2)2 X 4 WALLS 0 24"O.O.WITH R13 GATT INSULATION AND I INCH AIR SPACE BETWEEN WALLS. $'3# 19 CAH TOILET•2 1 TOILET•3:(2)2 X&WALLS A 24"OC WITH R13 BATT 9{ 8' Io3A ID2 I q i INSULATION AND I INCH AIR SPACE BETWEEN WALLS. er.� FACE 1: 2 LAYERS 518"GWB W/ GREEN GLUE COMPOUND Iq CAH BETWEEN. tl1 i t FACE 2; 1 LAYER OF 5/e"GWB OVER 1 LAYER OF 1/16"08B (NAIL PER SHEAR WALL TABLE)W/GREEN GLUE COMPOUND 1 BETWEEN. ® o1G lol I I I I; LEAVE'A"AT TOP i BOTTOM OF PANELS i CAULK WITH ACOUSTIC CAULK. STAGGER JOINTS OF GWB. CLIIJIG'*3 CLINIC A2 CLIWiC:IkI' -' OBIRTH SUITE 2 X 4 SOUND WALL.• O1R '1'il# 103 1 oCG, I oCG, 1&1 I 2 X 4'S 024"OC WITH R13 BATT INSULATION. 1 a. N $NN S1 I j 1PACE5ETTWWEEN LAYERS 518"GWB WITH GREEN GLUE COMPOUND -� �� - FACE 2:1 LAYER 5/5-GWB OVER I LAYER 1116"OSB(NAIL PER FF �• .r -fir "-`#'® �{ �j.,�y�./ ARPw#i- _ SHEAR WALL TABLE)W/GREEN GLUE COMPOUND BETWEEN. (I WAIT IIJCq�r 5 ... -- - -"�"""-�#—- "`' -� LEAVE/a"AT TOP Q BOTTOM OF PANELS S CAULK WITH n \ AR(-A ' SEE pETa I LS ACOUSTIC CAULK. _ 1v1 4 I JK A-12 "} STAGGER JOINTS OF GWB. l u I N I tl' .. 5-6 5 2 I lo,'-DI 9-d° DIRTH SUITE 2 X i SOUND WALL(p PLUMBING WALLS) 5-2 4-5 T2-2 �( 2 X WS 024"OG WITH RIS BATT INSULATION. ) ^I FACE I 1 LAYERS 518 GWB WITH GREEN GLUE BETWEEN. qDA I FACE 2 2• � 1P �\ -- , -- O �� LAYERS 518"GWB WITH GREEN GLUE BETWEEN.ppIwKI ju!w; � I=pUNTwcr W {[�TJ ' I ,,,._; _ _.,,, LEAVE W AT TOP 6 BOTTOM OF PANELS Q CAULK WITH �.. I 05STI CAULK f 4 LOBIB � � N STAGGER JOINTS OF GWB. � �I °atN4 \ lab HIP WALLNAC( 4 orc, ®TOILET s<5 BOUND WALL ' AIt CL114 IC- ,J'y� CG 2 X WS N 24"Or-WITH R-13 BATT INSULATION. C L I N t C#41 HALL- qq �'. - - } FACE 1:1 LAYER 5/8"GWB. (R� \ F E 2 1 LAYER 5/8"GWB. ®¢oGc, Y Io 1 t � y -y H I PhA MAIMI /' qc EGEPTIdJ cnN cRETE W I SAVE'I AT TOP Q BOTTOM OF PANELS Q CAULK WITH ^ LA ; 5 hTeION ENT ACOUSTIC CAULK. -J E r. `\ / #Dq IOrJ �+_/., NTeR _ O5 TOILET#4"SOUND WALL PPRTIAt_ 6E pEYSHTA-12 W WITH R-13 BATT INSULATION. 1 - 4 TOILE-T46 i 13G RWoIZ ABD& FACE I:I LAYER 5/e"GWB. _ _ _ FACE 2z I LAYER 5/8"GWB OVER I LAYER OF VIb"085(NAIL v 106�® I IIP� - PER SHEAR WALL TABLE)W/GREEN GLUE COMPOUND BETWEEN. z t I U I II �9A I n ' 11 N' I I ' I �i • 1, ji1 - LEAVE/."AT TOP Q BOTTOM OF PANELS Q CAULK WITH yL to-q 6-4 4-D �'5 2-I 4-$I I''Er(' qI_8 ❑ 14A I Ira ACOUSTIC CAULK. N `m Al ,13" , LOCKERS 1 •12x6'SK•p LT• $LID{NCT DObI2j !�l -. 31 _ 'o t DBL,STUD 3r• I. 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IMRRAC�. i / I �\ GURH - 3 o- SMoW I O 5EE LANDSCAPE z' 'TUB. • PLAN coNCIZETE N ` i ' 1 . -- _ • DRAWN CHECKED 'T DATE 1.1 �jy 12-4-1$ C,'WooD SCALE ��, Gut y ' •' '1 . r e �f!i,K _ JOB NO. SHEET S' E�- w �'-o" �Q -ell -- M ►N ��v�! ��oorz P�AN 411-gn I�,1_II-o" 4,o5P�•v� o — -----_—v OF SHEETS maIXeu m„o rants xa,ms,rc I . NOTICE LZ TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL XCORRECTIONS REQUIRED Cl DO NOT OCCUPY!1 VQ APPROVED PERMIT#: 2 �/ U Am Ply v DATE+: , I .(� 2-- JOB ADDRESS: _ � C! -) -LOT#: PROJECT: ,_) Vr`-�=1, I I Y TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION P1\1E fZ 000 -, - TL1 F4oW i 0-1L, M/IS�( rJG- 4^ 7nFi"?1 illA](�! �G�� L)4c�� N WZI20'Kfrl) 1/ L, � •nry .>��' �� inns p�- j� -k"7L72/���r I�L:.- lea �_[ f Iu r�v A/n, r\ THE ACTIONS OR CORRECTIONS INDICATED A`olvl FARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE M PLANNING O CIVIL o BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O APPROVED PERMIT#: [ AM PM DATE: � f 7; '7 C JOB ADDRESS: „r;1 LOT#: PROJECT: 16,, ( �,; � I . I TYPE OF INSPECTION: :(' 1 b 11�11 i OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION l�:) ��LL THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 0 PLANNING O CIVIL IO UILDING CITY OF ARLINGTON NOTICE 1 TO PERMITEE AND/OR OWNER 73 PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED 71 DO NOT OCCUPY ❑ APPROVED PERMIT#: AM PM DATE: i fo B ADDRESS: C= LOT#: PROJECT: l ��;� �c� �•�; tiYf L� TYPE OF INSPECTION: :1 Wk l )n )v OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION _ C L i 177 , THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN. _DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSP-ECTOh�"—_(__( r M PLANNING O CIVIL O BUILDING CITY OF ARLINGTON "n,,�;' NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY D.APPROVED PERMIT#: (AM PM DATE: I L C JOB ADDRESS: '! 'l ',1+ 1�l t l c` LOT#: PROJECT: +�i �C �l,Vl,U-"\ TYPE OF INSPECTION: C"\wv OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 a_— INSPECTOR r �E 0 PLANNING 0 CIVIL M BUILDING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ;'APPROVED PERMIT#: ' �' AM PM DATE: Z 2 L JOB ADDRESS: I - � �. 1 i c 1 �� fir, LOT#: PROJECT: 7Q (. 1,C,1 TYPE OF INSPECTION: I� OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION T — THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE M PLANNING 0 CIVIL BUILDING CITY OF ARLINGTON NOTICE i TO PERMITEE AND/OR OWNER /PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED c� PERMIT#: AM 44 M ll/: DATE: JOB ADDRESS: _`�S 416.jjA LOT#: PROJECT: ' TYPE OF INSPECTION: 1" ' OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION M I 1C�(G l o G vc)c.rL At-c_ o ii Nib l ��it THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 l INSPECTOR DATE .�. 0 PLANNING 0 crvlL 0 s I.pINc CITY OF ARLINGTON ,N i NOTICE f TO PERMITEE AND/OR OWNER PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY �� ❑ APPROVED PERMIT#: rrll V AM PM DATE: ' JOB ADDRESS: LOT#: PROJECT: 1 '' 0_Ls?sC L u-li ii TYPE OF INSPECTION: OTHER: C ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION f r I THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE • Cl PLANNING 0 CIVIL o B ING CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY OAPPROVED PERMIT#: _ AM PM DATE: r , 1 JOB ADDRESS: I V _ ( --i LOT#: PROJECT: +. Qti� (I JJ TYPE OF INSPECTION: v) ll�iuvvp, OTHER: { ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION �7I< %2 «f_7tJ+ THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 lc _� INSPECTOR DAT ❑PLANNING ❑ CIVIL ❑ E UILDiwc CITY OF ARLINGTON c NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL XCORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: [j LOT#: DATE: 6�c� Zw JOB ADDRESS: TYPE OF INSPECTION: PUJM t5l rje, ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION MIX jfilLL. � 1 i.1 - V-h - THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE l BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON NOTICE A)ll TO PERMITEE AND/OR OWNER C I L%. ;c ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ,O APPROVED PERMIT#: 1� � ` rAM' PM + .DATE: I �OJ B ADDRESS: �, 4�. L 1 lI�, 4 l(� �'r` LOT#: PROJECT: TYPE OF INSPECTION: `�• ' ` '�'/� OTHER: { ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND •PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417/ INSP&TOR DATE. t�' o M O PLANNING O CIVIL -1 I3uu.Divc CITY OF ARLINGTON '.�!�• vc. NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY / APPROVED i PERMIT#: '�I T AM PM DATE: VA 1702C7: JOB ADDRESS: PROJECT: JM ( i(t( TYPE OF INSPECTION: OTHER: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION r . . 0-) THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE/ ❑PLANNING [I CIVIL UILDING CITY OF ARLINGTON (4- ' CITY OF ARLINGTON 238 N. OLYMPIC AVE- ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:102 East Highland Drive Permit#:2770 Parcel#:31051100404300 Valuation:703000.00 OWNER APPLICANT CONTRACTOR LACSEUL CHARLOTTE S LACSEUL CHARLOTTE S MICHAEL LEON CONSTRUCTION,INC 3732 COLBY AVENUE 3732 COLBY AVENUE 526 N.West Ave#126 EVERETT,WA 98201 EVERETT,WA 98201 Arlington,WA 98223 360-722-9059 360-722-9059 360-435-0610 LIC:MICHALC051MC EXP:08/01/2020 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: DEFERRED SUBMITTAL Name: DEFERRED SUBMITTAL Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: OCC GROUP: B BUILDINGS: 1 OCC LOAD: TBD by CBO PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC IO/IRCI 10. SAI •S TAX N(I!.•ICE:Sales tax relating to co uton and construction materials in the City of Arlington must be reported on your sales tax return form an cc dcd I Ar gt 3101..����� t ��• t'eri /l E4-� Z Signature Print Name Date Rcleascd By D c CONDITIONS DEFERRED SUBMITTALS: MECHANICAL, PLUMBING, FIRE ALARM Adhere to approved plans. Utility meters, conduit and other services lines are not allowed on the facade of the building facing streets. All utilities shall be underground. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/19/2019 Building Plan Review Fee $3,997.67 11/19/2019 Building Permit Fee $6,199.61 11/19/2019 Processing/Technology Fee $25.00 11/19/2019 State Surcharge-Commercial $25.00 11/19/2019 Building Plan Review Fee $32.08 11/19/2019 Traffic Mitigation-City $13,420.00 Total Due: $23,699.36 Total Payment: $23,699.36 Balance Due: $0.00 CALL FOR INSPECTIONS BUILDING INSPECTIONS (360) 403-3417 CALL BY 3:30 PM FOR NEXT DAY INSPECTION When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon �� sa CITY OF ARLINGTON CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SECTION 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 102 E Highland Drive NE Building Permit Number 2770 Name &Address of Owner Occupant Load Number of Stories SPECIAL DELIVERY BIRTH CENTER LLC Main Level 40 /Upper Level 11 2 22416 128TH DRIVE NE Type of Construction/Sprinkler System Required Use ARLINGTON,WA 98223 V-B/ No Ambulatory Care Facility THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B OCCUPANCY ISSUED November 17, 2020 BY BUILDING OFFICIAL Sam Barr Stillaguamish Tribe THPO Office 3322 236"St NE Arlington,WA 98223 11/27/2019 Michael Leon Michael Leon Construction 526 N West Ave#126 Arlington,WA 98223 Dear Michael Leon: I conducted a site visit to monitor the ground disturbance at 102 E Highland Drive,Arlington,WA 98223 on 11/21/2019. 1 was able to observe the soil stratification and the top foot of disturbed soil that we typically find archaeological evidence within.All of the observed soil looked to be sterile of any cultural/archaeological resources.There was some fire modified rock and brick, but that was obviously associated with the residential structure fire.At this point,the Stillaguamish THPO office has no concerns with this project. We greatly appreciate the opportunity to be present for monitoring,especially at the stage of disturbance of the top-most layer of soils. Michael Leon and his associates gave us adequate notification and were welcoming of our monitoring requests.We look forward to coordinating on any future projects that we feel require cultural resource oversight. Sincerely, A-r__ Sam Barr Stillaguamish Tribe THPO Office I CITY OF ARLINGTON TEMPORARY CERTIFICATE OF OCCUPANCY INTERNATIONAL BUILDING CODE SEC. 111 NOTE: THIS CERTIFICATE DOES NOT CERTIFY ELECTRICAL WORK At 102 E Highland Drive NE Building Permit Number 2770 Name &Address of Owner � OccupantLoad Number of Stories SPECIAL DELIVERY BIRTH CENTER LLC Main Level 40/Upper Level 11 2 22416 128TH DRIVE NE Type of Construction/Sprinkler system required Use ARLINGTON,WA 98223 V-B/No Ambulatory Care Facility THE Structure HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE 2015 EDITION OF THE INTERNATIONAL BUILDING CODE FOR GROUP B OCCUPANCY ISSUED: November 12, 2020 BY _T'O �` Community and Econoinic Development Director UNDER THIS TEMPORARY CERTIFICATE OF OCCPANCY THE BUILDING SHALL BE USED FOR CLINIC VISITS ONLY �— GeT=oQ PIevIEpoNS av Iq_•_-_4�__ 16'O" d' T•o" 91"a' O OWN SUITE DOLDLE SOUND WALL rn,r (I)2 X 4 WALLS P 24 O.0 WIN R13 BAIT INSULATION AND I INCH AIR SPACE BETWEEN WALLS a•91.19 CA11 I I INSULATION AND I INCH AIR SPACE BETWEEN WALLS O UTW R13 BATE Q g1.6P rO `T,-BR 1 I PACE 1 2 LAYERS DID"GWB WI GREEN GLUE COHPOWD `O BETWEEN. 41�51 FACE T I LATER OF SIB'GWB OVER 1 LATER OF 1116"OBB 1 T WAIL PER SHEAR WALL TABLE)WIGIIEEN GLUE COMPOUND N BETWEE ® ® 1 DI tlN II SIC`TTTOP t BOTTOM OF PANELS Q CAULK WTH V I F `` STAGGER JOINTS,OF GWB 5 -g CLIIJIG T 11 GLIN G A2 GLIIJIG°!I' ' I ODMRTN SURE 2 x 4 SOUS WALL% y O Ip1 d l09 I oce, _ l See, l02 I x•PSACE4 OC I ))LAAVER9 W& G4�Tw GREEN GLUE COt POUND ZI �.oeL• �y \ y BETWEEN _ PACE)I LATER ero 040G EVER 1 LATER V16' SV%4!L PER OHEAR VAAT TOP I UI/GREEN GlL!PANELS 4 CAUL BETLLIE`• r� 4 v 0 f I WAITIIJG(-- ` -it nl ^R p LEAVE AT TOG Q BOTTOM OP PA tLD t CAULK '•H SEE pETAl L5 _.a ACa»nc CAULK I 51-1 A^IZ Y STAGGER JpNT9 OF GWB ,'•9" " 5'-5 5'-2' >=2R 41-51I 2'•1 lo,,-ce t••O•_ ...� _ 3O aRTH SUM X E SOUND WALL a PLIE•INNO WILE) „ Py 6"e 874"OG WTH Ri`0v G i S WITH GREEN '••K{ ,M I 0 FACE I: 2 LAYERS 91D"GIIIB WffH GREEN GLUE BETWME AOA 4u — r{" FACE 2: 2 LAYERS DID"OWD WIT"GREEN GLUE ft-rWM Q ® DRINKIw¢ LEAVE'%t AT TOP Q BOTTOM OF PANEL"Q CAULK WITH _ T77iL6T` POUNTMN iP {�J I - —..-. - (4 ACOUSTIC CAULK MQ ` �� ACY I�A1 STAGGER JOINTS OF GWB w" M WALI* HIPAA L 4 occ. - t' p eo ��N4 ♦ CLIbI IG � cc ®TOILRT t1S4•S�d1�QD��eiT, 516"- 1 CLINIC '�' HALL. _ Al 'b PACE P 1 LATER 516-GWD T C -- ®2 ECG, 4 101 i l7• �; 'y HI IAA 1 MAlhl '� PlF�jGGE 2 I LAYER els-Gwe ,t'YAV9 AT TOP SOTTO"a^A•.Ric(.iU:<�:`,r tcaNGRET� ACOUSTIC CAULK E R EtJT �• WllJpoW UK 1, J o 1 rPYAra —� _ LIK ® ,` I�_ �og EPIC v/RTIA L. 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I— MAIN LEVEL FLOOR PLAID DF .N..r. • waRwr,�IawR Permit#: 2770 Address: 102 HIGHLAND DR City: ARLINGTON State: WA Zip: 98223 Receipt#: 1208272 Date: 09/06/2019 Paid By: Charlotte LacSeul dba The Special Delivery Company Description: Payment Type: Payment Type Description: Check#21106 Accepted By: Kristin Foster Fees Paid Fee Name Description Factor Total Fee Amount Amount Paid Building Plan Review Fee 345.83.00.00 0.00 3,997.67 3,997.67 Total: $3,997.67 Permit#: 2770 Permit Date: 09/06/19 Permit Type: COMMERCIAL BUILDING Project Name: Special Delivery Birthing Center Applicant Name: Charlotte LacSeul Applicant Address: 2246 128th Drive NE Applicant, City, State, Zip: Arlington,WA 98223 Contact: Carla Hall Phone: 360-722-9059 Email: info@carlahallarchitects.com Scope of Work: Child birthing center Valuation: 703000.00 Square Feet: 5202 Number of Stories: 2 Construction Type: VB Occupancy Group: B; Business ID Code: Permit Issued: 11/20/2019 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31051100404300 102 E HIGHLAND DR LACSEUL 651 Medical&Other CHARLOTTES Health Services Contractors Contractor Primary Contact Phone Address Contractor Type License License# MICHAEL LEON MICHAEL LEON 360-435-0610 526 N.West Ave CONSTRUCTION Labor d MICHALCO51MC CONSTRUCTION,INC #126 CONTRACTOR Industri anes Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 06/09/2020 C20.BUILDING 06/09/2020 06/09/2020 Approved FINAL 12/16/2019 R02.FOOTING SafeBuilt Approved Plan Reviews Date Review Type Description Assigned To Review Status 09/11/2019 COMMERCIAL BUILDING BUILDING Fees Fee Description Notes Amount Building Plan Review Table 4-2 $3,997.67 Building Permit Table 4-1 $6,199.61 Processing/Technology $25.00 State Surcharge-Commercial Commercial Only $25.00 Building Plan Review Table 4-2 $32.08 Traffic Mitigation-SF Single Family $13,420.00 Total $23,699.36 Attached Letters Date Letter Description 09/06/2019 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 09/06/2019 Charlotte LacSeul dba The Check#21106 Kristin Foster $3,997.67 Special Delivery Company 11/19/2019 Michael Leon Construction Special Delivery #40460 Launa Black $19,701.69 Birthing Center Outstanding Balance $0.00 Notes Date Note Created By: Emailed Charlotte for cut sheets/details for the privacy curtains and rods in the birthing suites 04/07/2020 per Mike's request. Kristin Foster Valuation based on total square footage of first and second floor=5202 x August 2019 building O1/17/2020 data sheet price per sf of 134.99.Construction type VB,occupancy B. Kristin Foster Uploaded Files Date File Name 09/22/2021 9741466-2770 IC 6.12.2020 Insulation.pdf 09/22/2021 9741467-2770 IC 11.2.2020 plumbing,pdf 09/22/2021 9741468-2770 Inspection-down spout.piping,pdf 09/22/2021 9741469-2770 Inspection-Final.pdf 09/22/2021 9741470-2770 IC 2.13.2020 Framin9,pdf 09/22/2021 9741471-2770 IC 3.10.2020 shearwall nailing,pdf 09/22/2021 9741472-2770 IC 3.11.2020 shear nailing,pdf 09/22/2021 9741473-2770 IC 6.8.2020 Cover.pdf 09/22/2021 9741474-2770 IC 6.8.2020 Framin9,pdf 09/22/2021 9741475-2770 IC 6.8.2020 Gas piping,pdf 09/22/2021 9741476-2770 IC 6.9.2020 plumbing,pdf 02/20/2020 6260694-2770 Stillaguamish Tribe Monitoring Letter.pdf 01/02/2020 6046932-2770 12-20-19 IC.pdf 11/20/2019 5909754-2770 Issued Permit.pdf 09/11/2019 5591637-2770 Application.pdf CITY OF ARLINGTON INSPECTION CARD No building construction shall be commenced until permit holder INSPECTION RECORD SHALL or his agent has posted this Inspection Record Card in a REMAIN AT JOB SITE conspicuous place on the premises. OWNER: CHARLOTTE LACSEUL CONTRACTOR: MICHAEL LEON CONSTRUCTION JOB ADDRESS: 102 E HIGHLAND DRIVE LOT NUMBER TYPE GROUP NATURE of WORK: NEW COMMERCIAL BUILDING USE of BUILDING: SPECIAL DELIVERY BIRTHING CENTER PERMIT No: BLD-2770 DATE ISSUED: 11/19/2019 Vg B INSPECTOR MUST SIGN ALL SPACES PERTAINING TO THIS JOB DEPARTMENT INSPECTION DATE(S) PASS FAIL INITIALS FOOTING BUILDING FOUNDATION (360)403-3417 UNDERFLOOR SHEARWALL PLUMBING(groundwork) ROUGH PLUMBING GAS PIPING ROUGH HEATING&VENTILATION FRAMING INSULATION WALLBOARD(SHEAR/RATED WALLS) CEILING GRID STRUCTURALSLAB CROSS CONNECTION CONTROL IN PREMISE (360)403-3417 GRADING TEMPORARY TECSP ASBUILTS APPROVED MAINTENANCE BOND STORM DRAINAGE SYSTEM PAVING,SIGNAGE&MARKINGS LANDSCAPING CONDITIONS ONSITE UTILITIES WATER ONSITE UTILITIES SEWER Sewer OFFSITE UTILITIES WATER (360)403-3508 OFFSITE UTILITIES SEWER SEWER PRETREATMENT Water CROSS CONNECTION CONTROL PREMISE (360)403-3526 SIDE SEWER/CLEANOUT/FINAL WATER SERVICE INSTALLATION WATER SERVICE FINAL UNDERGROUND HYDRO/FLUSH/COVER (360)403-3417 ABOVEGROUND HYDRO/COVER FDC FLUSH FIRE ALARM /AUTOMATIC SPRINKLER FINAL HOOD SUPPRESSION SYSTEM FINAL FIRE WALK-THROUGH (360)403-3417 FINAL INSPECTION ALL SIGNATURE BLOCKS MUST BE COMPLETE I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF AGREEMENT.(Attach more sheets for signatures if necessary) Owner First, a n< < _ c_S-C Date � 6 Si nature Si:�n. �_ Contractor rWMAt64-1r„ " Date ),Ire Signature sip; . !J-19 -) 0 Submit written statement responsibility in accordance with I1BC Section 1704.4. Special Ins ector V6 o Date a Signature sign -- t1- l 1-1 0 Submit W 0 certification for special inspection agency and inspectors,(or) Submit Special Inspection agency documentation for Building Official approval. Names of Special inspectors Scope of Work- Submit copies of inspector certifications providi each discipline. 1nspectorname irAnaVje Last name ScopeofWork V1tm< Inspector name First--ame Scope of Work Inspectorname Firs' name First name Scope of work Work Inspectorname First/ name Pirst name ScopeofWork W it Inspectorname Firstnime First name ScopeofWork Wo Inspectorname First name First iiarne ScopeofWork •"lor Architect/Engineer of Record First name Last name Date Signature r ))- )9- 19 Structural Observer -first name Last name Date Si nature ❑Statement of Special fnspections compleGted and submitted in accordance with IBC S 1704.3. ❑Structural Observations required in accordance wrath IBC Section 1704.5. 5I (�—p� REVISIONS BY 3,on I-011 19'`f° -- 16i.Dil I.pl 1I_0u qi_0 -- 14 L J � I GItKiG�2 � a I r r ll0lc I wacFr r — s° ' — - -- 3' I L-11 �• iL ----= --- -- �— -- -- — --'--- Zoo � t- �'4°--- _—,� N \ r� ' 177. I I J Itlul =� _. s :W ' O -- o NIla. 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I :2reor SCALE; I/¢I.1'-0" SCALE x � JOB NO. s 3 OII 31 o'I 2-DI 8'ro° 21 O 6l�OII 4ll�0 6`11-bll CF BMEETB 2'•0" 6'-3" 321-`'I 5'-V' 124' REVISIONS BY I I 2�02 I I I I o l l I l o N I I N I S�a (our I I I o c� Ila I ' I.i 2•`Ze 2 r--.--t Y r---_r-----x It-----=--- I ur) m 17 IT II II I I I I � I J Q) I j Q � V � h N II I II W --4 DRAWN II II ' II II a ----- � --------- ----�--i-------- -_ - ------� Fr4iwriharJ CHECKED LO FT FLOOR FLA J onrE . - SCALEI• 1�411a1�-d� SCALE JOB NO. 3 SHEET S OF SHEETS r' i SPECIAL INSPECTION AND \�• TESTING AGREEMENT In accordance with International Building Code Chapter 17, where application is made for construction as described in this section, the owner or the registered design professional responsible for, and acting as the owner's agent shall employ one or more Special Inspectors to provide inspections during construction. APPLICANTS NAME f 1 ti n rl „ inc PHONE number. c- c� 3 a - 5 EMAIL a ma �✓N l 0.V\ok\C,( C V�i ChS • LUYY� PRIMARY First name Last name PHONE number. CONTACT (� EMAIL ei��I � il l t 11 1r �C J" c_V\CJ C(L ,, TAX I.D.NUMBER Number PROJECT NAME Name PROJECT Description —� DESCRIPTION SITE ADDRESS Al dress r 1 1 ' � 1 1n w��gaa Before a permit can be issued: The owner,Wrchitect or Engineer of record acting as the owner's agent, shall complete this agreement, including the required acknowledgements, and attach structural tests and inspections schedules.A pre-construction conference with the parties involved may be required to review the special inspection requirements and procedures. Approval of special inspectors: Special inspectors shall be approved by the City of Arlington prior to performing any duties. SPECIAL INSPECTION AND TESTING SHALL MEET THE MINIMUM REQUIREMENTS OF 2015 IBC.THE FOLLOWING CONDITIONS ARE ALSO APPLICABLE. 1) Duties and Responsibilities of Special Inspector a) Observe work: The Special Inspector shall observe the work for conformance with City of Arlington approved (stamped) design drawings and specifications and applicable workmanship provisions of the IBC The Architect/ Engineer-reviewed shop drawings and/ or project drawings may be used only as an aid to inspection. Received 1 P a. e SEP 0 6 2019 I7 2'nD b) Report Non-Conforming Items: The Special Inspector shall bring non-conforming items to the attention of the Contractor and note all such items in the daily report.If any item is not resolved in a timely manner or is about to be incorporated in the work, the Special Inspector shall immediately notify the City of Arlington by telephone or in person,and notify the project Architect or Engineer. InS ector I Click or tap here to enter text. I Phone I Click or tap here to enter text. c) Furnish Daily Reports: Each Special Inspector shall complete and sign an inspection report for each day's inspections to remain at the iob site with the contractor for review by the City of Arlington. d) Furnish Weekly Reports: The Special Inspector or agency shall furnish weekly reports of tests and inspections directly to the City of Arlington,project Architect/Engineer, and others as designated.These reports must include the following: i) Description of daily inspections and test made,with applicable locations. ii) Listing of all non-conforming items. iii) Report on how non-conforming items were resolved or unresolved,as applicable. iv) Itemize all changes authorized by the Architect/Engineer of Record and City of Arlington if not included in non-conformance items. e) Furnish Final Report: The Special Inspector or inspection agency shall submit a final signed report to the City of Arlington stating that all items requiring special inspection and testing were fulfilled and reported, and to the best of his/ her knowledge, in conformance with the approved design drawings, specifications, approved change orders and the applicable workmanship provisions of the IBC. Items not in conformance,unresolved items or any discrepancies in inspection coverage (i.e., missed inspections, periodic inspections when inspection was required,etc.)shall be specifically itemized in this report. L)) t ontracEor Kesponsionities a) Notify the Special Inspector:The Contractor is responsible for notifying the Special Inspector or agency regarding individual inspection items on the summary schedule and as noted on the City of Arlington approved plan as specified by the Architect and or Engineer of record. b) Provide Access to Approved Plans: The Contractor is responsible for providing the Special Inspector access to approved plans at the job site. c) Retain Special Inspection Records: The Contractor is also responsible for retaining at the job site all Special Inspection records submitted by the Special Inspector and providing these records for review by City of Arlington,upon request. 3) City of Arlington a) Approve Special Inspector: The City of Arlington shall approve all Special Inspectors and inspection requirements. b) Monitor Special Inspection: Work requiring special inspection and the performance of Special Inspectors shall be monitored by the City of Arlington. His/ Her approval must be obtained prior to placement of concrete or similar activities in addition to that of the Special Inspector. 2 1 P a e 4) Owner Responsibilities a) Funding: The project owner or the Architect or Engineer of record acting as the owner's agent shall fund the Special Inspection Services. 5) Architect or Engineer of Record Responsibilities a) Drawings: The Architect or Engineer of record shall include special inspection requirements on the design drawings and specifications. b) Schedule Inspections: Provide a summary schedule of required inspections which would outline frequency of inspections for items which may require multiple inspections which may include but are not limited to concrete and grout testing, compaction,testing of backfill and or road beds as recommended by the geo-tech engineer,and structural welding as work progresses. SPECIAL INSPECTION & STRUCTURAL OBSERVATION ITEMS REQUIRED BY CHAPTER 17 OF THE 2015 IBC Indicate items requiring special inspection, structural testing, or structural observations by checking the appropriate box. ❑STRUCTURAL STEEL (IBC 1705.2.1 &1705.12.1) ❑STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL (IBC1705.2.2) ❑CONCRETE CONSTRUCTION (IBC 1705.3) ❑MASONRY CONSTRUCTION (IBC 1705.4) ❑WOOD CONSTRUCTION (IBC 1705.5, 1705.11.1 &1705.12.2) ❑SOILS CONSTRUCTION (IBC 1705.6) ❑DRIVEN DEEP FOUNDATIONS (IBC 1705.7) ❑CAST-IN-PLACE DEEP FOUNDATIONS (IBC 1705.8) ❑HELICAL PILE FOUNDATIONS (IBC 1705.9) ❑SPRAYED FIRE-RESISTANT MATERIALS (IBC 1705.14) 3 Page ❑MASTIC AND INTUMESCENT FIRE-RESISTANT COATINGS (IBC 1705.15) ❑EXTERIOR INSULATION AND FINISH SYSTEMS (EIFS) (IBC 1705.16) ❑FIRE-RESISTANT PENETRATIONS AND JOINTS (IBC 1705.17) ➢ Only required for high-rise buildings or those assigned to Risk Category III or IV per IBC Table 1604.5. ❑SMOKE CONTROL (IBC 1705.18) ❑ARCHITECTURAL COMPONENTS (IBC 1705.12.5) ➢ Only required for buildings located within Seismic Design Category D, E, or F ❑PLUMBING,MECHANICAL&ELECTRICAL COMPONENTS (IBC 1705.12.6) ➢ Only required for buildings located within Seismic Design Category C, D, E, or F ❑SEISMICALLY ISOLATED SYSTEMS (IBC 1705.12.8) ❑SPECIAL CASES (IBC 1705.1.1) -material alternatives or unusual design applications ❑MISCELLANEOUS AREAS--These inspections may be recommended by the Architect/Engineer and are to be approved by the Building department. 4 1 P a g e I HAVE READ AND AGREE TO COMPLY WITH THE TERMS AND CONDITIONS OF AGREEMENT.(Attach more sheets for signatures if necessary) Owner First i� C Date .6b Signature Sign. Contractor Signature ❑Submit written statement responsibility in accordance with IBC Section 1704.4. Special Inspector n c-r Date +:a Signature Si,ga, 2,�. — -- //- 1 —t ❑Submit WA O certification for special inspection agency and inspectors,(or) Submit Special Inspection agency documentation for Building official approval. Names of Special Inspectors Scope of Work. Submit copies of inspector certifications providi each discipline. Inspectorname irs;na e Last na ,,_ scope of Work `VjJ�rrx oV44.1- Inspectorname First name F,: ;. ; ,-.; Scope of Work Inspector name Firs; name Firsr name ScopeofWork WoO, Inspectorname 'i.s,, name r.. ,, name Scope of Work �N�j,;•: Inspectorname F1rSI F+r;; name Scope of Work boo:,. Inspectorname i :;', `apvt ,iimi3 ScopeofWork .'°'Ajf"• Architect En -neer of Record Date Signature 9 Structural Observer i,sr name Last.mint, Date Signature ❑Statement of Special Inspections comple?ed and submitted in accordance with IBC S; 1704.3. 0 Struc'i•r.3rai observations realwred in a,:rordance with 1''�C Section 1704.5. 51 i