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CO'S & DOCS - 03-00058 - The Village Apartments - Buildings #1-7
CITY OF REXBURG AMERICA'S FAMILY COMMUNITY 19 E. Main (PO Box 280) Rexburg, Idaho 83440 www.rexburg.orq CON IMLNITY DEVELOPMENT DEPARTMENT CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Permit No: R- o3 -o4 -12 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: Village Apartments Use and occupancy: Residential Apartments Building 1 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. C.O. Issued by: Date: /d /9 9 Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has r•viewed and approved said future chap es. Water Department ,,, a Department State of Idaho Electrical Department - (208 - 356 -483o) ❑ Merlin Webster /o - x326 Fax: 208 -359 -3024 cathyw@ci.rexburg.id.us CITY OF REXBURG AMERICA'S FAMILY COMMUNITY 19 E. Main (PO Box 280) Rexburg, Idaho 83440 www.rexburg.orq CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Permit No: R- o3 -o9 -lo Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: Village Apartments Use and occupancy: Residential Apartments Buildings 2 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 Special conditions: Occupancy: ❑ Full This Certificate, issued pursuant to the requirements of Section log of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Water Departmen COMMUNITY DEVELOPMENT DEPARTMENT ❑ Partial ❑ Temporary Date: /e Phone: 208 -359 -3020 x326 Fax: 208 - 359 -3024 cathyw@ci.rexburg.id.us Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future changes. Fire Department State of Idaho Electrical Department - (208 - 356-4830) ❑ Merlin Webster Building Permit No: R- o3 -o9 -10 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: Village Apartments Use and occupancy: Residential Apartments Building 3 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 Special conditions: Occupancy: ❑ Full This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. CITY OF REXBURG AMERICAS FAMILY COMMUNITY 19 E. Main (PO Box 280) Rexburg, Idaho 83440 www.rexburo.orq CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future than Water Departmen State of Idaho Electrical Department - (208 - 356 -483o) ❑ Merlin Webster COMMUNITY DEVELOPMENT DEPARTMENT ❑ Partial ❑ Temporary e Department Phone: 208 - 359 -3020 x326 Fax: 208 - 359 -3024 cathyw@ci.rexburg.id.us ,yr Building Permit No: R- o3 -0g-lo Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: Village Apartments Use and occupancy: Residential Apartments Buildings 4 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 Special conditions: Occupancy: ❑ Full This Certificate, issued pursuant to the requirements of Section log of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has eviewed and approved said future chan Water Departmen CITY OF REXBURG AMERICA'S FAMILY COMMUNITY 19 E. Main (PO Box 280) Rexburg, Idaho 83440 www.rexbura.orq COMMUNITY DEVELOPMENT DEPARTMENT CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection ❑ Partial ❑ Temporary Date: Fire Department State of Idaho Electrical Depart nt - (208 - 356-4830) El Merlin Webster Phone: 208 - 359 -3020 x326 Fax: 208- 359 -3024 cathyw@ci.rexburg.id.us CITY OF REXBURG 19 AMERICAS FAMILY COMMUNITY Rexburg, E. Main Idaho Box 280) Rldaho 83440 www.rexburg.ora COMMUNITY DEVELOPMENT DEPARTMENT CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Permit No: R- o3 -o9 -10 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1997 Site address: Village Apartments Use and occupancy: Residential Apartments Building 4 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section log of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. C.O. Issue • : , / Date: %9 / y Phone: 208-359-3020 x326 Fax: 208-359-3024 cathyw@ci.rexburg.id.us Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building 0 ial has viewed and approved said future chan Water Department WO , / ire Department State of Idaho Electrical Department - (208 - 356-4830) ❑ Merlin Webster Occupancy: ❑ Full Water Departmen Cll STATE OF IDAHO CERTIFICATE OF OCCUPANCY Community Development Department of Building Inspection Building Permit No: R- o3-o9 -lo Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: Village Apartments Use and occupancy: Residential Apartments Buildings 6 & 7 Type of construction: Wood Frame Design occupant load: Residential Units Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Westbrook Development 211 S Woodruff Suite K Idaho Falls, Id. 83401 P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 PHONE (208) 359 -3020 FAX (208) 359 - 3022 E -MAIL cityhall@ci.rexburg.id.us Special conditions: ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section 109 of the International Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements of the code for the group and division of occupancy and the use for which the proposed occupancy was classified. Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Building Official has reviewed and approved said future cha ,es. Fire Department State of Idaho Electrical Departmen - (208 - 356-4830) ❑ Merlin Webster BUILDING PERMIT APPLICATION REXBURG, ID DATE No.__ ; �` 113 THE UNDERSIGNED HEREBY APPUES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. :.. JOB ADDRESS 1 (+ TI OA. t' s$ f f f 'ARCHITECT a j Ilri r1 C. 14 II S , AI,A DESIGNER GIPS 4 G. tV e ! t S A (A. OWNER W BUILDER STRUCTURE: O RESIDENCE FOOTINGS (CONCRETE ❑ MASONRY CI OTHER FOUNQATION yi CONCRETE 0 MASONRY O OTHER BASEMENT O PARTIAL 0 FULL FLOORS 0OONC RETE �O OTHER EXT. WALLS SONRY CONCRETE ONENEER O METAL 0 STUCCO INT. WALLS 041100D O MASONRY CI CONCRETE CI 0 PLASTER U TILE CEIUNG la ALL O PLASTER UTILE 0 ACOUSTIC O OPEN ROOF 0 BUILT UP. O WOOD SH. P. SH. 13 TIL 0 ROLL ROOF. p METAL HEAT 10 GAS O OIL O COAL ca FIREPLACE 0 ELECTRIC This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in acc aflons pertaining and applicable thereto: The issuance of the permit does not waive restrictive ©venants. REMARKS: DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID BUILDING INSPECTOR CYCOMM. NEW x O EDUCATIONAL 0 GOVT `/ laf f,: 3 a 0 REMODEL 0 ADDITION CASH CHECK 0 RELIGIOUS DATE O REPAIR 0 FENCE C3 PATIO PHONE 0 RENEWAL CI CARPORT SEP 12 2003 VEY ((BURG APPLICANT ADDRESS WHITE Owners Copy CANARY - Building Department's Copy PINK - Assessor's Copy GOLDENROD - Inspector p GARAGE 0 FIRE DAMAGE p AWNING IN ULATED ALLS LING RS UNIOERIMETER Code Date of Application -7// /03 OWNER Name Site Address City /State /Zip =_O Telephone/Fax/Mobile CONTRACTOR Name Mailing Address 2 City /State /Zip Telephone/Fax/M elephone/Fax/Mobile Architect/ Engineer Firm Subdivision p, oNaar Circle One Circle One Circle One PROJECT INFORMATION Property Zone: 4 12 R„ When was this building last occupied G e� NN ROo ck Total Estunated Cost q , ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Building Type Signature of Tnspector Issued by APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO Le. 0-> Wet.A.S Lot Square Footage ' / , 3 / Acct.s Pt1,47-e # Square Fee Garage Square Feet KS 4 - 5;1- — .59 3 Cava C rd r1 %313-3737 — .Toe we5 +eKSl �1 DEPARTMENT APPROVAL Is existing use compatible with zoning, (screening parking, etc) Ye s Ge.+- v5 CT't 0 n.3 Plan Ndi le VILLA = Apt, Tune r-rrg Block Lot Commercial Educational Government Remodel Other New House Addition/Remodel to House New Commercial Commercial Remodel BasementkTon ' Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A Lot Width 5,30 ' 7 " Pl-Fq 2 E., -tf' 1 Number of Stories Z. " 3 Height of Building 240 What will structure be used for: Home Home Business A' artmen a Commercial Other 7 B' d - /02,11Nris Will there be an apartment? Ye S If so, how many units /0.2- (2 T4 !4J YL h0 »L s ) Are you in a flood plain A( ) Sigature of Applicant k6 a2Fy( p4,A,T) * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit No. K-03-6R-15 /8, 2y3. $4 58429.= Building Permit Fees Ian Check Fees umbing Permit Fees gging Permit Fees Water & Sewer Fees Front Footage Fee TOTAL $ 76,?W. R /6 2 , S98. LE Rough Plumbing Bath Tubs Septic Tank Fixtures L �` .Water Piing i �✓ Complete Water Heater it Sewer DESCRIPTIONAM, VVOLIESK " 'I Bath Tubs Urinal Showers S* ; . L-41.` „t 1 ./ Laundry Trays Water Heater it Wash Basin Other < , Toilet Slop Sinks Kitchen Sinks Floor Drain Drinking Fountains Lawn Sprinklers e `> Water Softeners Dish Washing Mach. Clothes Washer CITY OF REXBURG L ac APPLICATION FOR PLUMB! G PERMIT Name r"✓ Address Tel. Lot Name Address f OWNER PLUMBER Tel. 1,5. NATURE OF INSTALLATION Use Sewer Other r g. FEES Plumbing Permit Sewer Inspection Inspection of Pipe Blk. Add. Inspection of Fixtures ( 4 �- j7 / F Received: Date By Rough Plumbing Finish Plumbing u TOTAL $ ::1 6-, , f INSPECTOR'S RECORD N INSP. NAME E Excavation & Earthwork: (e./7 Concrete: Po �% C Masonry: Kc Roofing: Insulation: Drywall: -e .►v/ " cam v ✓4+��c Painting: a Floor Coverings: Skl, ,k Plumbing: 1-( ccc. s Heating: 1( tCC r Electrical: 4 Roof Trusses: Floor / Ceiling Joists: Cabinets: Trim: Other: SUBCONTRACTOR LIST SPECIAL CONSTRUCTION (Manufacturer or Supplier) TO: Building Official for the City of Rexburg REQUEST FOR A CONDITIONAL BUILDING PERMIT FOR PARTIAL BUILDING CONSTRUCTION Pursuant to the provisions of the International Building Code 2000, the undersigned requests that a building permit be issued for: Dated: August 27, 2003 Approved: 27 August, 2003 Footings and Foundations only at: Westbrook Development, LLC 490 Pioneer Road (7 buildings —102 units) Rexburg, ID 83440 Acknowledgment is made that the plans for the complex are not complete and that final approval of the building will not be given until the final plans have been approved. We recognize that proceeding with partial construction at this time is entirely at the risk of the Architect/Owner with there being no assurance that the final Certificate of Occupancy for the entire building or structure will be granted. We further absolve the City of Rexburg and officers and employees thereof, of all responsibility for the issuance of a partial permit and further agree that any work performed under this permit will be removed or otherwise corrected to be in accord with the requirements of the final approved plans when a permit for the entire building or structure is finally granted. CITY OF BEMs"/ B / Val Christensen By S....r. -/ Cameron McKinley STATE OF IDAHO APPLICATION FOR TEMPORARY SIGN CITY OF REXBURG P.O. Box 280 Rexburg, Idaho 83440 (208) 359-3020 Fax (208) 359-3022 Date of Application 3/z9 1 Qy Sign Pennit No. S- Owner Name i:92(39 Site Address: Mailing Address: City /State /Zip: IKexbc c a l ,tt g!-14 a Telephone Za( y�� n Mobile: .7.3 7 Contractor's Name: Contractor's Address: Contractor's Telephone: (S y D Mobile: Sign Descriptions: Signature of Applicant: S9.0 WO /9-3O GJood e4 ?i- - k' _ %c�A�wrML , � cam'°/ Sign area ft 9 X C X � g sq. 7 Sign Height (from ground) gLe, L% //a y �" Th91 -7 ' For a Sign Permit it is mandatory that you have the following information: 2 sets of elevation drawings of sign & (plot plans f applicable) Drawn to a scale with dimensions And complete construction materials Footings if applicable Engineer stamped if required TEIVIPORARY FREE STANDING BANNERS & SIGNS ❑ PLOT PLAN TO SCALE SHOWING ❑ A) BUILDING LOCATION ❑ B) LOT SIZE ❑ C) NEW SIGN LOCATION ❑ D) DIMENSIONS TO SIGN FROM PROPERTY LINES ❑ E) PARKING LOT ENTRANCES ❑ F) DISTANCE OF SIGN FROM RIGHT OF WAY ❑ G) EXISTING SIGNS LOCATION & AREA ❑ H) IS SIGN LIGHTED? YES (must meet state electrical code) (sign must he in legal zone for lighting and type) M72r�,�' lam. TEMPORARY WALL BANNERS & SIGNS ❑ A) SQ. FOOTAGE OF WALL (sIGN oN) ❑ B) EXISTING SIGNS & AREA ❑ C) NEW SIGN & AREA ❑ D) LOCATION OF SIGN ON WALL ❑ E) IS SIGN LIGHTED? YES (must meet state electrical code) (sign must be in legal zone for lighting and type) Note: This document is for application purposes only (The Planning and Zoning administrator must review and approve application before sign is up) wes36645 3/19/2004 11:55:49 AM Scale: 1:13.10 Height 36.000 Length: 72.036 in PROOF \ 0OK AS IS AIM WITH CHANGES WESTBROOK REAL ESTATE DEVELOPMENT 524-4760 (Z 0 g) 2'd 111*S8 CS SOU oJd casts -Ciex 0" ' • 41fAk dSC:CO 40 22 4RW wes3664 3/19/2004 11:52:29 AM "Come home to the Village" Rexburg's premier apartment home community, www.viiiage-- rexburg.com 208 -524 -4760 DEVELOPED BY C ( . 20 • � x 33 PROOF OK AS IS D OK WITH CHANGES i• •d 6b6B C S BOZ Scale: 1:14.81 Height: 48.200 Length: 96.248 in s � ��) 4� " x�� I n V f3K(k toi s, ° d u2ts d6E :co do aa JeW wes37204_pit 3/22/2004 2 :21:18 PM Scale: 1:11.12 Height; 36.250 Length: 72.286 in www.village-rexburg.com 208 - 5244760 "Come home to the Village" Rexburg's premier apartment home community REAL EaTATE DEVELOPUEIT PROOF ❑ OK AS IS 0 OK M + H CHANGES g • d 81,6B 6ZS BOZ 0.4d u9IS Lai � � ) � s * 410 i r'5itcLL d6E :Eu b0 aZ Jew VILLAGE SIGN freeway WESTBROOK SIGN rrt REXB UR G- MADISON COUNTY EMERGENCY S E R Vl C E S 26 NORTH CENTER STREET REXBURG, IDAHO 83440 208- 359 -3010 208 - 359 -3006 FAX 2000 International Fire Code Plan Date: JUNE 2003 Plan Review Review Date: 8 -15-03 Building Name: VILLAGE APARTMENTS, PHASE I Building Address: PORTER ROAD Stories: 3 Type of Construction: V -B Occupancy Classification: R-2 Existing Floor Area: N/A New Construction Floor Area: APPROXIMATELY 13,488 SQUARE FEET TO 9,468 SQUARE FEET 1. Required Fire Flow (Appendix B): 3250 GPM/THREE HOURS Comments: FIRE FLOW MAY BE REDUCED IF STRUCTURES HAVE AN APPROVED AUTOMATIC FIRE SUPPRESSION SYSTEM INSTALLED. 2. Water Supply (Section 508, Appendix C) Required: YES Fire Hydrant Location: TWO PROPOSED HYDRANTS Fire Hydrant Flows: UNKNOWN Fire Flow Test Location: N/A Fire Flow Supplied By: N/A Other Approved Water Source: NONE Water Supply Acceptable: NO Fire Hydrant Location Acceptable: NO Water Supply Comments: HYDRANTS SPACED TOO FAR APART IN PHASE L NEED AN ADDITIONAL HYDRANT INSTALLED. FD ALSO REQUESTS HYDRANT FLOW FROM THE ENGINEERS PRIOR TO CONSTRUCTION FOR VERIFICATION. 3. Fire Apparatus Access Roads (Section 503, Appendix D) Required: YES Acceptable Width: NO Complete Road Acceptable: NO Length: NO Surface: OK Comments: PHASE ONE ALLOWS FOR ONLY ONE ENTRANCE, NOT ENOUGH ACCESS FOR AN ESTIMATED 195 PARKING STALLS. PHASE ONE PARTIAL PARKING LOT DOES NOT HAVE ADEQUATE AREA TO TURN FIRE APPARATUS AROUND IN. 4. Access Roads and Water Supply, including fire hydrants are required to be installed and made serviceable prior to and during time of construction (Section 501): Comments: IF NOT INSTALLED PRIOR TO CONSTRUCTION AND MADE OPERATIONAL, A STOP WORK ORDER WILL BE ISSUED. 5. Installation of portable fire extinguishers (Section 906) Required: YES Location shown: NOT SHOWN Type provided acceptable: NOT SHOWN Comments: NEED TO PROVIDE MINIMUM OF 2A1OBC EXTINGUISHER IN EACH UNIT 6. Automatic fire extinguishing systems (Section 903) Required: YES Type of system being installed: NOT SHOWN Sprinkler system monitoring (Section 907) required: YES Comments: PLEASE PROVIDE FIRE ALARM AND FIRE SPRINKLER DRAWINGS PRIOR TO ISSUANCE OF BUILDING PERMIT 7. Standpipes (Section 905) required: NO Type required: Comments: 8. Ventilating hood and duct fire extinguisher system (Section 609) required: NO Type being provided: Automatic fuel shut -off required: Portable fire extinguisher shown: Comments: 9. Fire alarm systems (Section 907) required: YES Type of system required: Manual: Automatic: Both: X Type of system being provided: Manual: Automatic: Both: Components of system shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Sounding Devices: Visual Devices: Door Holders: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: REQUIRED Fire Alarm System Acceptable: NO 10. Other corrections that are required by special occupancy or conditions: 1 . FIRE ALARM SYSTEM INFORMATION NEEDS TO BE SUBMITTED THAT INCLUDES: SUBMITTALS OF ALARM CONTROL AND TROUBLE SIGNALING EQUIPMENT, ANNUNCIATION, POWER CONNECTION, BATTERY CALCULATIONS, CONDUCTOR TYPE AND SIZES, VOLTAGE DROP CALCULATIONS, MANUFACTURERS MODEL NUMBERS, AND LISTING INFORMATION FOR EQUIPMENT, DEVICES AND MATERIALS AND INTERFACE CONNECTIONS. ADA UNITS SHALL RAVE ALL HORN /STOBE UNITS. SUBMITTALS AND PLANS MUST BE APPROVED PRIOR TO HAVING A BUILDING PERMIT ISSUED. 2. FIRE SPRINKLER SYSTEM IS REQUIRED. PLANS MUST BE SUBMITTED TO THE STATE, REVIEWED, AND APPROVED PRIOR TO HAVING A BUILDING PERMIT ISSUED. 3. PREVIOUS SIM PLANS SHOW STORAGE UNITS IN COMPLEX. ARE THEY STILL GOING TO BE BUILT? Plans as submitted are acceptable: NO Plans checked by: CHRIS HUSKINSON Date: 8-15 -03 Please furnish comments back to the plan reviewer in the following manner: Written Comments: X New Plans: X ICBO Evaluation Service Inc. Accredited by the American National Standards Institute Copyright © 2000 ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601 -2299 A subsidiary corporation of the International Conference of Building Officials EVALUATION REPORT Filing Category: FASTENERS — Concrete and Masonry Anchors (066) POWERS CONCRETE ANCHORS POWERS RAWL, POWERS FASTENING, INC. TWO POWERS SQUARE NEW ROCHELLE, NEW YORK 10802 1.0 SUBJECT Powers Fasteners Power -Bolt (Rawl - Bolt), Power -Stud (Rawl- Stud), Steel Drop -In, and Hollow Set Drop -In Concrete Anchors. 2.0 DESCRIPTION 2.1 Power -Bolt (Rawl -Bolt) Anchor: 2.1.1 General: The Power -Bolt anchor is a heavy duty sleeve -type anchor available with either a finished hex head or a flat head for use in stone aggregate concrete. The carbon steel hex head or flat head styles are assembled using a Grade 5 bolt complying with ASTM A 449, a hardened washer complying with ANSI B18.22.1 -1965 (no washer on flat head style), a nylon compression ring, a precision- stamped expan- sion sleeve manufactured from AISI 1010 -1020 steel (an ex- tender sleeve is included on the longer lengths), and a partial- ly slotted cone manufactured from AISI 12L14 steel. The carbon steel version of the anchor is zinc - plated with a sup- plemental chromate finish in accordance with ASTM B 633. The Type 304 stainless steel hex head style is assembled using a Type 18 -8 (300 series) hex head bolt complying with ASTM F 593, Alloy Group 1; a Type 18 -8 washer; a nylon compression ring; a precision- stamped expansion sleeve manufactured from Type 304 stainless steel (an extender sleeve is also included on the longer lengths); and a partially slotted cone manufactured from Type 303 stainless steel. As the anchor is driven into a predrilled hole, the slotted, oversized, annular anti - vibration ring at the bottom of the cone reduces in size until it mates with the hole to prevent the anchor from spinning in the hole while it is tightened. As the anchor is tightened, the nylon compression ring will, if neces- sary, compress to ensure that the material being fastened is tightly secured against the face of the concrete. Expansion occurs at two levels within the drilled hole. The cone is pulled into the large triple -tined expansion sleeve, developing a mid- level load- bearing capacity over a large surface area. Further turning of the bolt causes the threaded portion of the bolt to advance into the threads at the compressed end of the cone. Allowable tension and shear values are noted in Table 1. 2.1.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 1 and 2. An- chor holes must be pre - drilled in normal- weight concrete us- ing a bit complying with ANSI B212.15 -1994. The anchors must be installed in holes having the same diameter as the nominal anchor diameter, drilled to a depth allowing the re- ER -5225 Reissued October 1, 2000 quired embedment. Dust and debris must be removed from the holes by means of a blow -out bulb. The Power -Bolt must be inserted through the material being fastened; the bolt must be tapped into the hole until it is flush with the work surface at the desired embedment depth, which under no circum- stances is permitted to be less than the minimum embed- ment. The bolt in the anchor assembly must be tightened until the minimum installation torque listed in Table 1 is achieved. 2.2 Power -Stud (Rawl -Stud) Anchor: 2.2.1 General: The Power -Stud anchor is a one -piece steel expansion anchor with dual interlocking steel- expansion wedges designed for use in stone aggregate. It is available in threaded, tie -wire, rod hanger, and rod coupling styles. Zinc - plated carbon steel, mechanically galvanized carbon steel, and stainless steel versions are available. The carbon steel anchor bodies are cold- formed from AISI 1018 carbon steel for the 1 /4 -inch (6.4 mm) through 3 14 - inch (19.1 mm) diameters with lengths of 7 inches (178 mm) or less. For the 5/8 -inch (15.9 mm) or 3 /4 -inch (19.1 mm) diame- ters with lengths longer than 7 inches (178 mm), and for the 7 / 8 -inch (22 mm) and larger diameters, the anchor body is ma- chined from AISI 12L14 steel. The interlocking wedges are formed from AISI 1010 carbon steel. The nuts are commercial grade steel complying with ASTM A 563, Grade A, and the washers are AISI 1010 carbon steel. The anchor is plated with commercial zinc with a supplemental chromate finish in ac- cordance with ASTM B 633. The mechanically galvanized version is plated in accordance with ASTM B 695. For the Type 304 stainless steel version, the anchor body for the 1 /4 -inch (6.4 mm) through 3 /4 -inch (19.1 mm) diame- ters [with lengths of 7 inches (178 mm) or less] is manufac- tured from AISI Type 304, Cu (302 HQ) stainless steel. The anchor bodies for the 5 /8-inch (15.9 mm) or /4 -inch (19.1 mm) diameters with lengths greater than 7 inches (178 mm), and the 7 /8 -inch (22 mm) or larger diameters, are machined from ASTM F 593 Type 303/304 stainless steel. The interlocking clips are Type 304 stainless steel. The nuts and washers are commercial grade, manufactured from Type 18 -8 (300 Se- ries) stainless steel. On the Type 316 stainless steel version, the anchor body is manufactured from AISI Type 316 stain- less steel meeting the requirements of ASTM A 193. The in- terlocking clips are Type 304 or Type 316 stainless steel. The nuts and washers are commercial grade, manufactured from AISI Type 316 stainless steel. The anchor body is threaded or stamped with a spade head on the upper end, and has a tapered expansion section on the working end, on which a set of interlocking wedges is mounted. Each wedge is fastened to the reduced diameter of the stud by interlocking tabs. As the anchor is tightened, the Evaluation reports of ICBO Evaluation Service, Inc., are issued solely to provide information to Class A members of ICBO, utilizing the code upon which the report is based. Evaluation reports are not to be construed as representing aesthetics or any other attributes' not specifically addressed nor as an endorsement or recommen- dation for use of the subject report This report is based upon independent tests or other technical data submitted by the applicant. The ICBO Evaluation Service, Inc., technical staff has reviewed the test results and/or other data, but does not possess test facilities to make an independent verification. There is no warranty by ICBO Evaluation Service, Inc., express or implied, as to any "Finding" or other matter in the report or as to any product covered by the report. This disclaimer includes, but is not limited to, merchantability. Page 1 of 5 Page 2 of 5 ER -5225 wedge mechanism compresses against the wall of the anchor hole. Allowable tension and shear loads are noted in Table 3. 2.2.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 3 and 4. An- chor holes must be pre - drilled in normal- weight concrete us- ing a bit complying with ANSI B212.15 -1994. The anchors must be installed in holes having the same diameter as the nominal anchor diameter, drilled to a depth allowing the re- quired embedment. Dust and debris must be removed from the holes by means of a blow -out bulb. The anchor must be tapped into the hole until it is at the desired embedment depth, which under no circumstances is permitted to be less than the minimum embedment. The anchor is set by tightening the nut against the washer until the minimum installation torque listed in Table 3 is achieved. 2.3 Steel Drop -In Anchor: 2.3.1 General: The Steel Drop -In anchor is an internally threaded expansion anchor complete with an internal ex- pander plug designed for use in stone aggregate concrete. The steel Drop -In anchor is supplied in carbon steel, coil thread, Type 304 stainless steel, and Type 316 stainless steel versions. In the carbon steel and coil thread versions, the anchor body is manufactured from AISI 12L14 carbon steel, and the expansion cone is formed from AISI 1018 carbon steel. The anchors are plated with commercial zinc with a supplemental chromate finish in accordance with ASTM B 633. For the Type 304 stainless steel version, the anchor body is manufactured from ASTM F 593 Type 303 stainless steel, and the expansion cone is formed from ASTM F 593 Type 304 stainless steel. On the Type 316 version, the anchor body and the expansion cone are manufactured from ASTM F 593 Type 316 stainless steel. As the anchor is expanded with a setting tool, the pre -as- sembled internal expander plug flares the anchor shell radial- ly, compressing against the wall of the anchor hole. Allowable tension and shear loads are noted in Table 5. 2.3.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 5 and 6. An- chor holes must be pre - drilled in normal- weight concrete us- ing a bit complying with ANSI B212.15 -1994. The anchors must be installed in holes having the diameters and depths listed in Table 5. Dust and debris must be removed from the holes by means of a blow -out bulb. The anchor is inserted into the hole until it is flush with the work surface at the desired embedment depth, which under no circumstances is per- mitted to be less than the minimum embedment. A matching setting tool is used to properly expand the anchor. 2.4 Hollow Set Drop -In Anchor: 2.4.1 General: The Hollow Set Drop -In anchor is designed with a slotted, tapered expansion sleeve and an internally threaded expansion cone for shallow embedment applica- tions in stone aggregate concrete materials, including precast plank. The expansion sleeve is formed from Zamac alloy, and the expansion cone is formed from either AISI 12L14 carbon steel, which is zinc - plated in accordance with ASTM B 633, or Type 304 stainless steel. Depending on the setting method used, as the anchor is set or tightened, the expansion sleeve is driven over the cone or the cone is pulled into the sleeve, causing it to compress against the wall of the anchor hole. Allowable tension and shear loads are noted in Table 7. 2.4.2 Installation: Embedment, spacing, edge distance, and concrete requirements are shown in Tables 7 and 8. An- chor holes must be pre - drilled in normal- weight concrete us- ing a bit complying with ANSI B212.15 -1994. The anchors must be installed in holes having the diameters and depths listed in Table 7. Dust and debris must be removed from the hole by means of a blow -out bulb. The anchor is inserted into the hole until it is flush with the work surface at the desired embedment depth, which under no circumstances is per- mitted to be less than the minimum embedment. A matching hollow or solid setting tool is supplied to properly expand the anchor. 2.5 Design: Allowable static loads for anchors installed in accordance with this report are listed in Tables 1, 3, 5 and 7. Allowable loads for anchors subjected to combined shear and tension forces are determined using the following equation: (Ps /Pt) +(VsN) < 1 where: P = Applied service tension load. P = Allowable service tension load. V = Applied service shear load. V = Allowable service shear load. Use of these anchors in resisting vibratory or shock loads, such as those encountered by supports for reciprocating en- gines or crane loads, is beyond the scope of this report. 2.6 Special Inspection: When design loads require special inspection during anchor installation, compliance with Section 1701.5 of the code is necessary. The inspector's duties include verification of an- chor type and dimensions; concrete type and compressive strength; predrilled hole dimensions and cleanliness; drill bit compliance with ANSI B212.15 -1994; anchor spacings, edge distances and embedment; and anchor installation in accor- dance with the manufacturer's published installation instruc- tions and this report. 2.7 Identification: The anchors are identified in the field by dimensional charac- teristics and packaging. The packaging label bears the manufacturer's name and address, the size and type of an- chor, and the evaluation report number (ICBO ES ER- 5225). A logo and length identification code letter are stamped on the threaded end of the bolt. See the length identification system in Table 9. 3.0 EVIDENCE SUBMITTED Data complying with the ICBO ES Acceptance Criteria for Ex- pansion Anchors in Concrete and Masonry Elements (AC01), dated January 1999. 4.0 FINDINGS That the Powers concrete anchors described in this re- port comply with the 1997 Uniform Building CodeTM, subject to the following conditions: 4.1 Anchor sizes, dimensions, and installation are as set forth in this report. 4.2 Allowable tension and shear values comply with this report. 4.3 Calculations justifying that the applied loads com- ply with this report are submitted to the building of- ficial for approval. 4.4 Special inspection is provided as set forth in Sec- tion 2.6 of this report. 4.5 Anchors are limited to installation in uncracked concrete, which is defined as concrete subjected to tensile stresses not exceeding 170 psi (1.2 MPa) as induced by external loads or deformations. 4.6 The allowable loads may be increased by 33 per- cent for short-term loading due to seismic or wind forces. ANCHOR DIAMETER (inch) EMBEDMENT DEPTH (inches) INSTALLATION TORQUE GUIDE VALUES (ft: lbs.) re 2,000 psi f'e 4,000 psi f' 6,000 psi Tension Shear Tension Shear Tension Shear Carbon Stainless WithS Insp. Without Sp. Insp. With Sp. Insp. Without Sp. Insp. With Sp. Insp. Without Sp. Insp. 1 /4 1 4 4 250 125 515 250 125 530 250 125 530 1 4 4 270 135 515 265 135 635 300 150 635 2 4 4 270 135 515 280 140 845 380 190 845 3 /8 2 35 20 780 390 995 1,145 575 1,605 1,480 740 1,605 2 35 20 840 420 995 1,215 605 1,790 1,665 835 1,790 3 35 20 1,100 550 995 1,500 750 2,165 1,790 895 2,165 1 /2 2 60 35 1,075 540 1,710 1,465 730 2,055 1,830 915 2,055 3 60 35 1,205 605 1,710 2,050 1,025 2,465 2,470 1,235 2,465 5 60 35 1,255 625 1,710 2,220 1.110 3,080 2,735 1,365 3,080 5 /8 2 100 60 820 410 1,995 1,925 965 2,995 2,125 1,060 2,995 4 100 60 1,295 640 1,995 2,190 1,095 3,640 3,275 1,640 3,640 6 100 60 1,295 640 1,995 2,735 1,365 4,670 3,390 1,695 4,670 3 /4 3 120 90 1,415 710 3,095 2,045 1,020 4,025 2,695 1,350 4,025 4 120 90 1,450 725 3,095 2,715 1,360 4,955 3,465 1,735 4,955 7 120 90 1,495 745 3,095 3,300 1,650 6,510 4,850 2,425 6,510 Page 3 of 5 4.7 Anchors are limited to nonfire- resistive construc- tion unless appropriate data is submitted to dem- onstrate that anchor performance is maintained in fire - resistive situations. 4.8 Use of electroplated or mechanically plated carbon steel anchors is limited to dry, interior locations. Use of hot - dipped galvanized carbon steel or stain- less steel anchors is permitted in exterior -expo- sure or damp environments. 4.9 Anchors are manufactured by Powers Fasteners, Inc., Two Powers Square, New Rochelle, N.Y., with quality control inspections by CEL Consulting (AA -639). 4.10 Anchors are not permitted to be subjected to vibra- tory or shock Toads, such as those encountered by supports for reciprocating engines, crane loads and moving loads due to vehicles. This report is subject to re- examination in one year. TABLE 1- POWER -BOLT (RAWL -BOLT) ALLOWABLE SHEAR AND TENSION VALUES (pounds) For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 lbf = 4.45 N 1 foot -pound = 1.36 N -m. 1 The tabulated shear and tension values are for anchors installed in normal - weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 2. 3 Thesc tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h„. Compliance with Section 1907.7 of the code must be provided. ER-5225 TABLE 2- POWER -BOLT (RAWL -BOLT) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1 , 2 , 3 The listed values are the minimum distances required to obtain the load values listed in Table 1. h„ = embedment depth; D = anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when load values are adjusted appropriately. 3 Load values in Table I are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. DISTANCE FOR FULL ANCHOR CAPACITY (critical distance) DISTANCE FOR REDUCED ANCHOR CAPACITY (minimum distance) j REDUCTION FACTORS SPACING BETWEEN ANCHORS (s) 4.0h„ 2.0 E 0.5 EDGE DISTANCE - TENSION LOADS (M) 12 D 5D 0.7 EDGE DISTANCE - -SHEAR LOADS (M) 12 D 5D 0.35 Page 3 of 5 4.7 Anchors are limited to nonfire- resistive construc- tion unless appropriate data is submitted to dem- onstrate that anchor performance is maintained in fire - resistive situations. 4.8 Use of electroplated or mechanically plated carbon steel anchors is limited to dry, interior locations. Use of hot - dipped galvanized carbon steel or stain- less steel anchors is permitted in exterior -expo- sure or damp environments. 4.9 Anchors are manufactured by Powers Fasteners, Inc., Two Powers Square, New Rochelle, N.Y., with quality control inspections by CEL Consulting (AA -639). 4.10 Anchors are not permitted to be subjected to vibra- tory or shock Toads, such as those encountered by supports for reciprocating engines, crane loads and moving loads due to vehicles. This report is subject to re- examination in one year. TABLE 1- POWER -BOLT (RAWL -BOLT) ALLOWABLE SHEAR AND TENSION VALUES (pounds) For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 lbf = 4.45 N 1 foot -pound = 1.36 N -m. 1 The tabulated shear and tension values are for anchors installed in normal - weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 2. 3 Thesc tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h„. Compliance with Section 1907.7 of the code must be provided. ER-5225 TABLE 2- POWER -BOLT (RAWL -BOLT) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1 , 2 , 3 The listed values are the minimum distances required to obtain the load values listed in Table 1. h„ = embedment depth; D = anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when load values are adjusted appropriately. 3 Load values in Table I are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. ANCHOR DIAMETER (inches) EMBEDMENT DEPTH (inches) INSTALLATION TORQUE GUIDE VALUES (ft: ibs.) r 2,000 psi f'e 4,000 psi f 'e- 6,000 psi Tension Tension Shear Tension Shear With Sp. lnsp. Without Sp. Insp. Shear With Sp. Insp. Without Sp. Insp. With Sp. lnsp. Without Sp. Insp. 1/4 1 /8 8 310 155 395 360 180 405 435 215 405 2 1 8 28 475 480 235 395 240 890 520 760 260 380 405 940 525 760 260 405 380 940 3 28 1,025 510 995 1,505 755 940 1,505 755 940 i/ 2 2 60 860 430 1,635 1,390 695 1,700 1,635 820 1,700 4 60 1,425 710 1,635 2,040 1,020 1,700 2,300 1,150 1,700 5/8 2 90 1,560 785 1 2,320 2,075 1,040 2,975 2,465 1,235 2,975 5 90 2,660 1,330 1 2,320 3,125 1,565 2,975 4,100 2,050 2,975 3/4 3 175 1,855 930 i 3,095 2,185 1,095 3,765 3,135 1,565 3,765 6 175 1,860 930 3,095 3,115 1,560 3,765 5,045 2,520 3,765 7 /8 3 250 1,475 740', 4,490 3,075 1,540 6,040 4,325 2,160 6,040 7 250 1,805 900 1 4,490 5,110 2,555 6,040 7,795 3,900 6,040 1 4 300 2,185 1,095 6,605 3,455 1,730 7,775 9,230 4,615 7,775 8 300 5,590 2,795 6,605 6,760 3,380 7,775 11,055 5,525 7,775 11/4 5 450 3,820 1,910 ! 10,205 6,745 3,370 10,205 9,230 4,615 10,205 10 450 6,510 3,255 10,205 13,070 6,535 10,205 15,170 7,585 10,205 ANCHOR DIAMETER (inch) HOLE DIAMETER (inch) EMBEDMENT DEPTH, h„ (inches) C 2,000 psi f'e 4,000 psi f' 6,000 psi Tension ........------ --nsio- With Sp. Insp. ................_..._ -� Without i Sp. Insp. : Shear Tension - - -... Without Sp. Insp. Shear - - Tension With Sp. Insp. Without Sp. Insp. Shear ..._..._.._ .. With Sp. Insp. 1 /4 3 /8 1 285 140 530 495 250 530 520 260 530 3 /8 1 /2 1 /2 545 270 1,145 1,045 520 1,145 1,235 620 1,145 1/ 5. 2 1,025 515 1,600 1,440 720 1,600 1,645 825 1,600 5 /8 2 /8 2 1,165 585 3,095 1,860 930 3,095 2,730 1,365 3,095 3 /4 1 3 2,145 1,070 3,920 3,600 1,800 3,920 4,325 2,160 3,920 Page 4 of 5 TABLE 3- POWER -STUD (RAWL -STUD) ALLOWABLE SHEAR AND TENSION VALUES (pounds) TABLE 4 -POWER -STUD (RAWL -STUD) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1,2,3 TABLE 5 -STEEL DROP -IN ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds) ER-5225 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 lbf = 4.45 N, 1 foot -pound = 1.36 N -m. 1 The tabulated shear and tension values are for anchors installed in normal- weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 4. 3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 /3 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h,,. Compliance with Section 1907.7 of the code must be provided. 'The listed values are the minimum distances required to obtain the load values listed in Table 3. h„ = embedment depth; D = anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when load values are adjusted appropriately. 3 Load values in Table 3 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf= 4.45 N. 1 The tabulated shear and tension values are for anchors installed in normal- weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 6. 3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h,,. Compliance with Section 1907.7 of the code must be provided. DISTANCE FOR FULL ANCHOR CAPACITY (critical distance) DISTANCE FOR REDUCED ANCHOR CAPACITY (minimum distance) REDUCTION FACTORS SPACING BETWEEN ANCHORS (s) 4.0h„ 2.0 E 0.5 EDGE DISTANCE- TENSION LOADS (M) 12 D 5D , 0.75 EDGE DISTANCE -- -SHEAR LOADS (M) 12 D 5D 0.35 Page 4 of 5 TABLE 3- POWER -STUD (RAWL -STUD) ALLOWABLE SHEAR AND TENSION VALUES (pounds) TABLE 4 -POWER -STUD (RAWL -STUD) ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1,2,3 TABLE 5 -STEEL DROP -IN ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds) ER-5225 For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 lbf = 4.45 N, 1 foot -pound = 1.36 N -m. 1 The tabulated shear and tension values are for anchors installed in normal- weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 4. 3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 /3 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h,,. Compliance with Section 1907.7 of the code must be provided. 'The listed values are the minimum distances required to obtain the load values listed in Table 3. h„ = embedment depth; D = anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when load values are adjusted appropriately. 3 Load values in Table 3 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. For SI: 1 inch = 25.4 mm, 1 psi = 6.89 kPa, 1 Ibf= 4.45 N. 1 The tabulated shear and tension values are for anchors installed in normal- weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 6. 3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 /2 h,,. Compliance with Section 1907.7 of the code must be provided. ANCHOR DIAMETER (inch) HOLE DIAMETER (inch) EMBEDMENT DEPTH (inches) 1' 2,000 psi f',. 4,000 psi f'� 6,000 psi Tension Tension Shear Tension Shear With Sp. Insp. Without I Sp. Insp. j Shear With Sp. Insp. Without Sp. Insp. With Sp. Ins S P� P• Without Sp. Ins P� P• 1 /4 3 /8 7/8 190 95 360 245 120 360 455 225 360 5 /14 5 /8 1 425 215 685 535 265 685 1,135 570 685 3 /8 5 /8 1 470 235 785 675 340 785 1,270 635 785 3 /4 2 535 270 1,005 845 420 1,005 2,300 1,150 1,005 5 /8 1 2 1,425 710 j 1,600 2,290 1,145 1,600 3,020 1,510 1,600 CODE ON ANCHOR DISTANCE FOR FULL ANCHOR CAPACITY (critical distance) DISTANCE FOR REDUCED ANCHOR CAPACITY (minimum distance) REDUCTION FACTORS SPACING BETWEEN ANCHORS (s) 4.0h„ 2.0 E 0.5 EDGE DISTANCE— TENSION LOADS (M) 14 D 7D 0.9 EDGE DISTANCE —SHEAR LOADS (34) 14 D 7D 0.5 CODE ON ANCHOR DISTANCE FOR FULL ANCHOR CAPACITY (CRITICAL DISTANCE) DISTANCE FOR REDUCED ANCHOR REDUCTION FACTORS CAPACITY (MINIMUM DISTANCE) SPACING BETWEEN ANCHORS (s) 4.0/i 2.0E 0.5 EDGE DISTANCE — TENSION LOADS (M) 14 D 8D 0 EDGE DISTANCE- -SHEAR LOADS (M) 14 D 8D 0.5 CODE ON ANCHOR A B C D E F G H 1 J K L M LENGTH OF ANCHOR (inches) From 1 2 2 3 3 4 4 1 5 5 6 6 1 7 7 Up to but not including 2 2 3 3 4 4 5 1 5 6 6 7 ; 7 8 CODE ON ANCHOR N 0 P 0 R S T U V W X I Y Z LENGTH OF ANCHOR (inches) From 8 8 9 9 10 11 12 1 13 14 15 16 1 17 18 Up to but not including 8 9 9 10 11 12 13 14 15 16 17 18 19 Page 5 of 5 TABLE 6 —STEEL DROP -IN ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1,2,3 ER -5225 1 The fisted values are the minimum distances required to obtain the load values listed in Table 5. h„ = embedment depth; D = anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when Toad values are adjusted appropriately. 3 Load values in Table 5 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. TABLE 7— HOLLOW SET DROP -IN ANCHOR ALLOWABLE SHEAR AND TENSION VALUES (pounds) For SI: 1 inch 25.4 mm, 1 psi = 6.89 kPa, 1 lbf -- 4.45 N. 1 The tabulated shear and tension values are for anchors installed in normal- weight concrete that has reached the designated ultimate compressive strength at the time of installation. Linear interpolation may be used for concrete strengths between those listed. 2 The tabulated values are for anchors installed with spacing and edge distance in accordance with Table 8. 3 These tension values are applicable only when the anchors are installed with special inspection as set forth in Section 2.6. 4 The allowable loads may be increased by 33 percent for short-term loading due to seismic or wind forces. 5 Concrete slab thickness must be at least 1 h „. Compliance with Section 1907.7 of the code must be provided. TABLE 8 HOLLOW SET DROP - IN ANCHOR ALLOWABLE SPACING AND EDGE DISTANCE 1,2,3 The listed values are the minimum distances required to obtain the load values listed in Table 7. h„ embedment depth; D= anchor diameter. When adjacent anchors are different sizes or embedments, use the largest and deepest values for D and E. 2 The listed values are the minimum distances at which the anchors can be set when load values are adjusted appropriately. 3 Load values in Table 7 are multiplied by the appropriate reduction factor when anchors are installed at the minimum spacing or edge distance listed. Use linear interpola- tion for spacing and edge distance between critical and minimum distances. Multiple reduction factors (such as two edges, or spacing and edge, etc.) are calculated separately and multiplied. TABLE 9 LENGTH IDENTIFCATION SYSTEM For SI: 1 inch = 25.4 mm August 4, 2003 GLENN C FELLS, AIA A R C H I T E C T Val Christensen, Building Official City of Rexburg P.O. Box 280 12 North Center Street Rexburg ID 83440 Dear Val: This letter will serve as my response to your plan check letter dated July 24, 2003, regarding The Village Apartments located on Pioneer Road in Rexburg, Idaho. Items 1 - 4: The contract documents are for Phase I only. We will address these issues on subsequent phases. Item 5: The trash dumpster has been relocated. See sheet SP -1. Item 6 & 7: The Owner /Contractor will provide this information. Item 8: We have added a fire collar detail to sheet A0.1. Items 9 -17: The drawings have been revised to conform to these requirements. Item 18: The site plan has been modified to conform to the Fire Department's comments. Item 19: The community center and storage units will be submitted at a later phase. Item 20: The owner will provide this information. If you have any questions concerning this matter, please do not hesitate to call. Yours very truly, Glenn C Wells Principal 1235 Fourth ,Avenue E., Olympia • P 0. I3ox 3016, Lacey WA 98509 • Phone: (360) 352 -4553 $ 1 X: (360) 352 -7867 August 4, 2003 Val Christensen, Building Official City of Rexburg P.O. Box 280 12 North Center Street Rexburg ID 83440 Dear Val: GLENN C WELLS, AIA A R C H I T E C T This letter will serve as my response to your plan check letter dated July 24, 2003, regarding The Village Apartments located on Pioneer Road in Rexburg, Idaho. Items 1 - 4: The contract documents are for Phase I only. We will address these issues on subsequent phases. Item 5: The trash dumpster has been relocated. See sheet SP -1. Item 6 & 7: The Owner /Contractor will provide this information. Item 8: We have added a fire collar detail to sheet A0.1. Items 9 -17: The drawings have been revised to conform to these requirements. Item 18: The site plan has been modified to conform to the Fire Department's comments. Item 19: The community center and storage units will be submitted at a later phase. Item 20: The owner will provide this information. If you have any questions concerning this matter, please do not hesitate to call. Yours very truly, Glenn C Wells Principal 1235 Fourth Avenue E., Olympia • P O. Box 3016, Lacey WA 98509 • Phone: (360) 352 -4553 • FAX: (360) 352 -7867 7/12/2004 Westbrook Real Estate Development 33801 1 West Suite 271 Federal Way, WA 98003 To Whom It May Concern: It has come to my attention that your engineer has structural concerns with the Village Apartment buildings #6 and #7. It seems that there are problems with the shear walls. Please contact your engineer and get this situation resolved. We will need a signed and stamped letter that addresses the problems. We can not issue a Final Occupancy until this issue is resolved. Let me know if I can be of any assistance. I can be reached during business hours at (208) 359 -3020 ext. 324. Sincerely, Val Christensen Building Official c.c. Jon Berry Stephen Zollinger CITY Of REXBURG AMLRICAS I AM ILY COMMUx' I Y OMIIMU■ITY DEVELOPME BUILDING OFFIC 19 East Main St. 208 - 359 -3020 Phone ext.324 PO Box 280 208 -359 -3022 Fax Rexburg, Idaho 83440 val @ci.rexburg.id.ug www.rexburg.org APR 15 :42 MC SQUARED INC. ER • 1 . 1E 111111111=1I1Iti �. s •s r ammowpw Olt ft ON OW le• 1111•111•1111111111111 Mt mown ere MC SQUARED INCORPORATED April 2$, 2004 The Village Apartments Westbrook Real Estate Development 33801 1s Way, Suite 271 Federal Way, WA 98003 360 3522044 P.01,01 1255 EAST 4*t ROBE sLit 101 OLYMPIA, WA $8906 (WO) 7544399 RIX OR 352 B+ink angetrua2-iraC t Re: THE VILLAGE APARTMENTS IN REXBERGE, IDAHO Dear Mr. Me Finley, The MST straps may be installed with 10d nails 2'h" long with all boles filled with nails. At the xoc ations where the MST straps were installed d with 10d nails Pe long an equal number of 10d nails 2 'A" long mast be installed from the OSB to the studs. Por example fora MST 48 (17) nails must be installed a b o v e and b e l o w t h e f l o o r f r a m i n g fora total of (34) additional nails. Tao not space nails closer than 3" on center. You may use (2) rows of nails at 3" on center each row staggered. The nails must be centered in the studs and can not be installed at the seas of a double stem. If you have any questions please call me at (360) 754 -9339. Thank you, ° , 1 i F kOr/A0n.---- anette S. Graham MC Squared, Inc. Senior Associate Engineer STia/cy aAL • FOIXIM110N • t vuu was TOTAL P.01 1 I'WK 1d — 'dMW4 09:47 ;. . 4 .. . ....... ■ • la OINIMIPOP■ _ _ ill IN ma won tillii•IIIMIIIMI MC SQUARED I N C O R P O R A T E D MC SQUARED INC. March 11, 2004 Westbrook Real Estate Development 211 South Woodruff Suite K Idaho Palls, ID 83401 Attn: Carron McKinley Re: THE VILLAGE APARTMENTS IN REXBURG, IDAHO STRUCTURAL + FOUNDATION • CIVIL ENGINEERS 360 3522044 F'.1/104 1235 EAST 4'04 AVE SUITE 101 OLYMPIA, WA 99548 (30 7544339 FAX (350) 352 -2044 Small: eng®mo2•inc,com Dear Mr. McKinley, I understand that the gyp -crete floor topping is not going to be installed on the second and third floors. With this in mind the following changes may be made. The following changes to the Unit E plans may be made: • The W8x31 steel beam made be replaced with a built -up LVL beam. The LVL beam must be constructed with (3) 134 x 11 7/8 LVLs. Each layer must be g lued and nailed with (3) rows of I6ds at 12" on center at each row. • The built up LVL beams may be moved 2' -6" farther away from the party wall than shown on the plans. However, a 3'-0" square by 12" deep footing must be Located at the interior end of the beam. The footing must be reinforced with (3) #5 bars each way with 3" clear distance from the footing surfaces. • The 2x6 bearing wall may be a 2x4 bearing wall. However, there must be double 2x4 studs at 16" on center aligned with the floor joists at the mama floor level. • The interior bearing walls and headers may be removed from the exterior • bedroom of the E units if 11 7/8" TJI Pro 450 joists are installed at 16" on center. t rites - 1d - J i4 09:47 -e MC SQUARED INC. 360 3522044 P.03/04 The following changes may be made in general throughout the project: • Details 1, 7 & 8 on sheet S6.0 show A35 clips at 16" on center. However, if the shear walls are framed as specified below 16ds at 8" on center may be used in place of the A35 clips. The shear wall sheathing must be continuous over the base plate of the upper wall, the rim joist and the double top plates of the lower wall. The sheathing must be edge nailed at the base plate of the upper wall and the top plates of the lower wall. • The 11 7/8" TJI Piro 450s may span up to 16' -0" and may replace the 9 Y2" TY1 Pro 250s specified on the plans. • The H3 clips shown in detail 3 on sheet S7.0 may be installed at the bottom, of the top chord of the trusses. • (2) 16ds toenails at each truss may be used in place of the DTC slips shown in detail 7 on sheet S7.0. You should understand that vertical loads from the roof could be transferred to the walls below if a gap is not left between the truss and the wall. Additional load to the walls below can cause deflection and crushing that can show up as finish cracks in the future. • The floor -to -floor straps shown in detail 3 on S6.0 may be installed on the interior of the wall. Blocking must be installed at the strap locations between the sheathing and the top plates. • The holdown bolts may be installed in clean holes with Simpson Strong Tie SET Thigh Strength Epoxy per the manufactures installation instructions. The threaded rod diameter, hole diameters and embedment depths for each holdown type are as follows: LTT2OB HTT16 HTT22 HD8A HD14A Threaded Rod Diameter 3/4" 7/8" 1" Hole Diameter 7/8" 10" 5/8" 3/4" 15" 5/8" 3/4" 15" 1 " 28" 1 1/8" 30" . Embedment De t a MAR -12- 2004 09 =48 MC SQUARED INC. 360 3522044 P.04/04 If have any questions please call me at (360) 754 -9339. Thank you, Mc Squared, Inc. anette S. Graham Senior Associate Engineer Mr. Rick Hancock Futures of Idaho 560 W 1 N Rigby, Id 83442 City STATE OF IDAHO e (9-p v P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 PHONE (208) 359 -3020 FAX (208) 359 -3022 E -MAIL cityhall@ci.rexburg.id.us 27 April 2004 Mr. Hancock, After doing the framing inspection on 26 April 2004 on building #2 and talking with Nanette Graham the engineer at MC squared yesterday we have determined that the procedures for constructing the buildings at the Village Apartments are not being followed and cannot be continued. The following conditions must be adhered to and followed completely for buildings 1, 2, 3, and 4. Buildings 6 and 7 are to be considered separately due to the phase of construction they are in for straps and shear wall nailing under the brick that was not inspected. These areas are NOT TO BE COVERED until inspections have been completed. 1. The brick has been installed without a shear wall inspections being completed. Two alternatives are available. a. Remove the brick and have the nailing inspected and then reinstalled or b. Install sheathing on the inside and nailed as per the plan specifications. 2. The straps installed under the brick need to be installed and nailed as per the specifications so the brick must be removed OR the straps can be installed inside as per the plans in the specified locations. 3. Many straps are not nailed correctly and/or are in the wrong place. These straps are to be installed as per the plans with the correct nails in the specified locations and all are to be inspected to confirm proper location and nailing. 4. Hold -downs have been installed with wedge anchors, which were identified during the inspection of building #7. These anchors are to be replaced or installed in a suitable location. When these holes are drilled for epoxied bolts all are to have a special inspector on site inspecting to verify the depth and that proper procedures are followed. (hold -downs and anchor bolts). 5. A -35 and H3 clips are to be installed as per the plans in the required locations. Alternatives discussed with the engineer are to be inspected before covering. Trusses of the 2nd floor bedrooms at the 3 floor stud walls are to be installed as per the plans with correct nailing. See page S 6.0 and S7.0 of the plans 6. All bearing walls are to have anchor bolts installed in the approved bearing walls of 2 "x6" or with double 2 "x 4" stud walls. 7. Structural support for the beam in the living room is to be supported as per the plans. 8. The hold -downs /straps installed behind the showers and other areas need to be open and available for inspection. 9. All shear walls are to be nailed as per page S8.0 of the plans and verified by inspection. 10. Furnace /water heater vents are not to be covered until the clearances can be verified. Your cooperation is greatly appreciated and any help I can please feel free to call me. Jon Berry Building Inspector Mar 22 04 03:14p SCHIESS 1 ASSOC. 1 LD D 4 � FAX NUMBER: NOTES /COMMENTS: Schiess &Associates 4 ENGINEERING - PLANNING -LAND SURVEYING 7103 South 45 West • Idaho Falls, ID 83402 Rexburg, ID (208) 522 -1244 • Fax (208) 522 -9232 (208) 356 -6092 • FACSIMILE TRANSMITTAL SHEET TO: � I ROM: 1 C`.�- wj�t' �hc c Q3QCSA r" COMPANY: DATE: TOTAL NO. OF PAGES INCLUDING COVER: If all referenced pages are not received, please notify us immediately. (208) 522 -9232 p.1 vo PHONE NUMBER: RE: r El URGENT 0 FOR REVIEW /COMMENT 0 PLEASE REPLY 0 AS REQUESTED 0 FOR APPROVAL Mar 22 04 03:14p SCHIESS & ASSOC. $ 'Schiess & Associates ENGINEERING • PLANNING • LAND SURVEYING 7103 SOUTH 45Th WEST, I0A440 FALLS, ID 83402 _ REXBURG. ID 83440 OFFICE: (2081 522 -1244 • FAX (208) 522.8232 OFFICE: (2081 358.8092 • FAX (208) 358.8488 March 22, 2004 Brett Hancock Futures of Idaho 560 W. 1 N Rigby, Idaho 83442 (208)522 -9232 p.2 \-\ 1 c''-t\\ vOecl -121- /11°' RE: Epoxy Anchor Bolt Installation Observation. The Village Apartments in Rexburg, Idaho. Project No. 04038 To Whom It May Concern: On the morning of March 22, 2004, I went to the referenced construction site and witnessed the installation procedure of 3 / inch diameter bolts that are to be embedded 10 inches into concrete using the Simpson epoxy anchoring adhesive. The installation procedure was reviewed with Brett Hancock and several others from the construction staff prior to the installation of the first bolt. I witnessed the installation procedure and confirmed the hole depth into the concrete to accept 10 inches of embedment, the removal of the drill dust from the hole with compressed air, the proper amount of adhesive applied prior to placement of the bolt, and the bolt placement. The installation procedure and plans were in accordance with the procedure outlined by Simpson on the attached page 32 from the Simpson Catalog. Please feel free to contact me if you have any questions. Sincerely, Pa,,e,FI. S ‘-161-44--11.4 Paul H. Scoresby, PE Attachments: Simpson Catalog page 32. a Schiess & Associates ENGINEERING • PLANNING • LAND SURVEYING 7103 SOUTH 45TH WEST, IDAHO FALLS, ID 83402 REXBURG, ID OFFICE: (208) 522 -1244 • FAX: (208) 522 -9232 OFFICE: (208) 356 -6092 • FAX: (208) 356 -6468 May 5, 2004 Brett Hancock Futures of Idaho 560 W. 1 N. Rigby, Idaho 83442 RE: Epoxy Anchor Bolt Installation Observation. The Village Apartments in Rexburg, Idaho. Project No. 04038, See also letter to Brett Hancock dated March 22, 2004. To Whom It May Concern: Per request of Brett Hancock, on April 30, 2004, I went to the site and witnessed the installation of several 3 /I" bolts be epoxy embedded 10" into concrete in building #2. On May 4, 2004, I again went to the construction site and witnessed the installation of several of these special bolts in building #1. The contractor has developed a system where by he is certain that the epoxy adhesive is properly applied to the hole and generally that all bolts are installed as per the Simpson instructions. I was informed that the same trained crew will install the two remaining bolts in building #2. Overall, I can report with a high level of certainty that Brett Hancock's crews are installing the anchor bolts as per the installation procedure required by Simpson, the manufacturer of the epoxy adhesive. Please feel free to contact me if you have any questions. Sincerely, P c1"--q- 4- S Paul H. Scoresby, PE / X \ 7/24/2003 Glenn C. Wells 1235 4 Avenue E. Olympia, WA 98506 Dear Glenn, I have reviewed the plans for the Village Apartments and have identified the following discrepancies or questions: 1. 2. MAJ�� 1' n 1 11c, Dimensions are required on the site plan. They should include building location, size, aisle widths, sidewalk widths, parking space size, access aisle widths, etc... The site plan does not identify an accessible route throughout the complex. H • ' ap ramps at curbs and sidewalks need to be shown. 1,31 _ is (or 2 %) are required to be "Type A" accessible as per the code. 2. _ 2 i ease identify these units on the site plan. ? Phase I has adequate parking. The rest of the site plan does not meet our parking space requirements. Two bedroom units require 2 parking spaces. (e, One bedroom and studios require 1.5 spaces. We count dens as bedrooms. Please make the necessary changes to accommodate the parking. The trash dumpster is located at the end of the parking lot. Our trash trucks are side loading and will not be able to access this dumpster. Please make the necessary change. Special inspections are identified on page S8.0 for field welding and high strength bolting. Please identify the firm who will be performing these inspections. We require a pre - construction meeting with the special inspection firm, the contractor and the City of Rexburg Building Inspector. Please provide truss details prior to framing inspection. Sinks and other plumbing elements are shown against unit fire separation walls. Show details that identify how the membrane is to be breached. Make sure that the plumbing contractor is aware that if they try to utilize one stack in the party wall and run plastic pipe from the wall to two units, special design is necessary. Using fire collars at the penetrations is one option, but the best option is to keep individual stacks in the plumbing wall of each unit and not in the party wall. You identify 2'8" and 2'6" doors in the type `B" adaptable units. A clear width of 32" is required. The door stops attached to the jambs of the doors lessen the clear width and thus a 2'8" wide door will not meet the 5= � o requirement. All doors in the type `B" units that will require passage by a ©o- wheelchair will need to meet the 32" clear width requirement. - 10. Walk in closets in type `B" accessible units are required to have a door meeting accessible requirements. The plans show a 2'6" wide door. Please make the necessary changes. p 11. The walk in closet of the type "A" dwelling units require a turning space as identified in ICC /ANSI A117.1 1002.3.2. t o ) 6t- N b ype "A" handicap units require lowered sink and work spaces as per ICC /ANSI A117.1 1002.12. Please identify on plans. 7� 13. In Unit A and Unit B, the bathrooms are 5' wide. It has been our experience tO 04 that the 30" x 48" clear floor space required in the lower level adaptable type "B" unit bathrooms is encroached by the toilet unless the bathroom is a few inches wider than 5'. Please check the size of the toilets and make the necessary changes to the plans. ()I-14. The kitchens in units A, C and D are u- shaped kitchens and do not meet the A o requirements of ICC /ANSI Al 17.1 1003.12.1 "U- Shaped ". n , L 15. Type "A" handicap units require a lowered sink and work surface as per ICC /ANSI A117.1 sections 1002.12.3 and 1002.12.4. r 16. Please identify all lower units as either type "A" or type `B" handicapped units. The townhouses and the upper units are exempt. ©y -17. Identify guard or barrier as per ICC /ANSI A117.1 Section 307.4 at each. stairwell. See figure 307.4. 18. The Fire Department has reviewed the drawings and has identified some discrepancies. I have attached a copy of their list to the back of this document. 19. Plans will need to be submitted for the community center and the storage units when available, but prior to any construction. 20. The plans for the mechanical are designated as owner- design build. We will still need submittals when available on any equipment. Please have the mechanical contractor check with this office prior to commencing with construction of the HVAC system. The manner in which the fire separation walls and ceiling membranes are breached must be determined 21. The City Engineer is out of town until Monday, July 28 He has not reviewed the finished site plan and may have additional comments. Please provide me with 2 new stamped copies of the corrected plans. If you have any questions, please give me a call at 359 -3020 ext. 324. Sincerely, Val Christensen Building Official c.c. John Millar Chris Huskinson 4 Y May 8, 2003 Mr. Mark Andrews 6605 East Rimrock Drive Idaho Falls, Idaho 83401 Re: Rexburg Front Footage Charges Dear Mark: Several questions have been asked about the city's front footage charges on the property that you own on Pioneer Road. The costs for the front footage charges are calculated at $12.00 per front each for water and sewer. There is an additional charge of $500.00 per acre each for water and sewer on the property that is greater than 250 feet for the front on the property. The costs for the 14 acres is: Front footage: 858 feet at $24.00 $20,592 Acreage charge 9.08 Acres @$1000 9,080 Total $29,672 These charges are due at or prior to the land being developed. These costs do not represent a lien on the property but must be paid prior to the land being developed. The costs were recently adjusted by the City Council and could be increased at some point in the future. If you have questions please call at any time. Sincerely, John Millar P.E./L.S. Public Works Director FIRST AMERICAN TITLE COMPANY OF EAST IDAHO Escrow Trust Account Buyer /Borrower: Westbrook Development, LLC • Seller: Exchange Services, Inc. /M & K Properties, LLC Property: bare land /Rexburg ID 83440 / Date: 09/04/03 Check Amount: $ 29,672.00 Order No.: RX31546 Bank Code: BOC -REX Responsible Party: Wendy Pay To: City of Rexburg For: 6, 'I , ORIG 'V A M E Rjr FIRST AMERICAN TITLE COMPANY -1 OF EAST IDAHO ESCROW TRUST ACCOUNT P.O. BOX 307 (208) 356 -3653 �\ �L.�L/ REXBURG, IDAHO 83440 -- Twenty Nine Thousand Six Hundred Seventy Two and 00/100 PAY HE City of Rexburg ORDER OF L • UMENT P 'INTE. ON C EMICAL R ACT VE PAPER WITH MICROPRINTEO t3OFIRER % SEE'I THE BANK OF COMMERCE. Rexburg, Idaho. 83440 ES ROW TRU/CCOUNT TIVE 0uC OR PRES $* * 29,672.00 Dollars 1, ‹ , --,� LL II ■ OL L532" ':L24L004L71: L7 LLO4383 311' Order No.: RX31546 11532 • • • • • • • • • • STRUCTURAL CALCULATIONS FOR LATERAL AND VERTICAL ANALYSIS AND DESIGN FOR PHASE ONE OF THE VILLAGE APARTMENTS FOR GLENN C. WELLS, A.I.A. PROJECT #23336 MC SQUARED, INC. CALCULATIONS BY NANET1'E S. GRAHAM, P.E. STAMPED BY MIKE SZRAMEK, P.E., S.E. • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 Job. Date: By Sheet. Page 1 o f 7S gar • • • • • • • • MC SQUARED, INC. Job. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 •S /G •c ti c 1�Q ev)6 0 ' // J: /O L.c) .25 jag, /Y.'I / /r )/4.o cameo .2LL006 : Age._ as c„ya c e ./ (2 r4 ,C ViR-e% /(/ofee .4.) /ALL O w /l!3 c �./o% t. �C' /�,ts.c /L . E' E %), 771/6. tio /L esr /Giyr-o cl_ .E'ax. _ _ 77/4' 4►� - '1G�n�TS u cT/ - /7D ysi, /l 2t dice tea/ - .�C / S S aiicr 0 5 e / ere S _ fl reD - /U Lv o Sheet. Page 1 of 25 924/Cn- ,%ewc d..5" .�. Tl/ _ 49 i . 1. ifC_ .%jit/flccf �S ..moo be.33/..4 c , 7.1fse _ o� ate; T.rt _._. Vfu./`e ola. y / / J ��.a �•e� _ � . /) f, p . . _ t cE . _ c,p.r.r.zsji Of /1/1- 4st_.D.</L k /mac .G' it/o.pzi - _ - `xy��tQ. CoAJOccr& • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 Date: j ?hose. One of ZFic V‘lla5t, / ,r{mervt Z333eo 2_ B Sheet. Page -3 of 7S C1 Ppte . le-t ax . _ 0 T 8 r N N Ir 0 T g G 0 0 . 7,,is7sT • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 d z a� o .._ j ?hO5G ( of' - The Vi ilaSe. x{-YV 1+5 z3336 B /r/ ✓ Date: Sheet. Page ' of 75 • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 x/36. „I_ %2 'SAY . 2 5 1 D //o) 1 ` (/° 10 De_ 177_ / et 15 //. soy G/ is. 54/1 f .d /? „2/7 _ � /./51/ //If/ fir= jc_A.t ,4 Z.,,g&c) 3s /oo) Li o yam[o ( y 7/Y es L / f 3jr .4 't fyr PL tc 776, r/..c = _ S t (2-)7i,S a _ /, d / Z �< Job. Phase One, Tle llttlaiy. llearhne )+5 Date: G/-. B it/(/' Sheet. Page , $ of 7.5 Za33(o R I ' "�'' Business TJ -Beam M 6.06 Serial Number 7002003535 User. 2 6/16/03 12:06:05 PM Page 1 Engine Version: 1.6.44 • • • • Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Input Width Joists J 9 1/2" TJI® /Pro(TM) -250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Bearing Length 1 Stud wall 3.50" 2.25" 0 0 2 Timberstrand LSL 3.50" Hanger 336 / 378 / 0 / 713 1 Beam • HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Flanges 2 Top Mount Hanger ITT9.5 0/12 0 N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 DESIGN CONTROLS: Maximum Design Control 680 -680 1120 680 680 1120 2040 2040 3338 0.128 0.400 0.273 0.600 44 30 12' 6" LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 35.0 Dead, 10.0 Partition SUPPORTS: Vertical Reactions Ply Depth Nailing Detail (Ibs) Depth L i ve/Dea d/U p l ift/Tota l 331 / 373 / 0 / 704 N/A N/A Control Passed (61%) Passed (61%) Passed (61%) Passed (U999 +) Passed (L/528) Passed N/A End, Rim 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 9.50" N/A Top Mount None Hanger Top Flange Offset No Copyright 0 2003 by Trull Joist, a Weyerhaeuser Business TJI,, TJ -Beam, and TimberStrand, are registered trademarks of Trus Joist. e -I Joist -,Pro. and TJ -Proms are trademarks of True Joist. • Simpson Strong -Tie, Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Files \Design Programs \Job Files \joists j.sa,a Top Flange Slope 0 Product Diagram is Conceptual. Other Support Wood Species N/A Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 03336 o f 75 -- - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20' Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM • -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.46 • PROJECT INFORMATION: OPERATOR INFORMATION; • • • • • Joists J TJ- Beam(TM) 6.06 Serial Number 700200 9 1/2" TJ I® /Pro(TM) -250 CO 16" o/c Pagr.2 6/16/03 so:06PM Page 2 Enn gine ineVersion: 1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 2 ��to 764 7s- ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION; OPERATOR INFORMATION: Copyright 0 2003 by True Joist, a Weyerhaeuser Business TJI0,TJ -Beam0 and TimberStrandm are registered trademarks of True Joist. e -I Joist °,Pro and TJ -Pro are trademarks of True Joist. • Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Filee \Design Programs \Job Files \joists j.ems • • l4D WeOl� Joists J TJ- Beam(TM)6.06Sena " Nu 002 9 1/2" TJI® /Pro TM -2 16" ( ) 50 � 16 o/c User. 2 6/16/03 12:06:06 PM Page3 Engine Version: 1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group • 12' 0.00" Max. Vertical Reaction Total (lbs) 704 713 Max. Vertical Reaction Live (lbs) 331 336 Selected Bearing Length (in) 2.25(W) Max. Unbraced Length (in) 32 • Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 671 -680 Max Shear (lbs) 680 -680 Member Reaction (lbs) 680 680 Support Reaction (lbs) 704 713 Moment (Ft -Lbs) 2040 Live Deflection (in) 0.128 Total Deflection (in) 0.273 • • Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 355 -360 Max Shear (lbs) 360 -360 Member Reaction (lbs) 360 360 Support Reaction (lbs) 373 378 Moment (Ft -Lbs) 1080 • PROJECT INFORMATION; OPERATOR INFORMATION; Copyright O 2003 by Trus Joist. a Weyerhaeuser Business TJI.,TJ -Bap and TimberStrande are registered trademarks of True Joist. e -I Joist...Pro and TJ -Pro° are trademarks of True Joist. • Simpson Strong -Tiep Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Files \Design Programs \Job Files \joists j.sme • .$4= Tie141, AV,Eyorhaeuser TJ- Beam(TM) 6.06 Serial Number. 7002003535 User: 2 6/16/03 12 :07:11 PM Page 1 Engine Version: 1.6.44 • • • SUPPORTS: DESIGN CONTROLS: Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI! and TJ -Beam* are registered trademarks of Trus Joist. e -I JoisC",Proo and TJ -Pro° are trademarks of Trus Joist. C: \Program Files \Design Programs \Job Files \joists j'.sms Joists J' 9 1/2" TJI® /Pro(TM) -250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 1:=; 0 9' El LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 100.0 Live at 100 % duration, 35.0 Dead Product Diagram is Conceptual. Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 600 / 210 / 0 / 810 End, Rim 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 5.50" 600 / 210 / 0 / 810 End, TJI Blocking 1 Ply 9 1/2" TJI®/Pro(TM) -250 • PROJECT INFORMATION: OPERATOR INFORMATION; Maximum Design Control Control Location • Shear (lbs) 743 -728 1120 Passed (65 %) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 743 743 1120 Passed (66 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 1531 1531 3338 Passed (46 %) MID Span 1 under Floor loading Live Load Defl (in) 0.085 0.275 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) 0.115 0.412 Passed (L/862) MID Span 1 under Floor loading TJPro 62 30 Passed Span 1 - Deflection Criteria: STANDARD(LL:U360,TL:U240). • -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2 ". Intermediate supports, 5 1/4 ". - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" • Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.46 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. • -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • Loading on all spans, LDF = 1.00 , Dead + Floor • Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) • • • • • W TJ- Beam(TM) 6.06 SerialNumber� 700003535 User: 2 6/16/03 12:07:12 PM Page 2 Engine Version: 1.6.44 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 8' 3.00" ^ Max. Vertical Reaction Total (lbs) 810 810 Max. Vertical Reaction Live (lbs) 600 600 Selected Bearing Length (in) 4.25(W) 5.50(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) • PROJECT INFORMATION; Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beamp are registered trademarks of True Joist. e -I Joist °,Pro- and TJ -Proo are trademarks of Truss Joist. • C: \Program Files \Design Programs \Job Files \joists j'.eme Joists J' 9 1/2" TJI® /Pro(TM) -250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 728 743 743 810 1531 0.085 0.115 - 728 - 743 743 810 189 -189 193 -193 193 193 210 210 397 OPERATOR INFORMATION: • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job. 'phase Or of one \iillacy, AecurFmeot-s 0333(0 Date: B 4/, Sheet. P age // of 7$' d1_ z Y34 Q • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job. l 10SC One. or "Thc V4 LI Qge. 4paur4rnen+ Z 333b Date: ("/6 By Aft Sheet. Page /Z of 7.� • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 ,r / -'D j 3 / Z 45 f.3s as /1. 7/7 R asTs #4-._ lLzryire S /.eA*ii�/ze".5 /5 is': /ST '4 /ST p _ INrar..,e_gors L sr . . lvrea,.c /&cry /sr / Irtht,a t E P_�ttc,, ..3r -v Ju re s_ € /f2fJ -- Job. eRlasc One. of - (he. kmen4 , Z333fr� Date: -� B AO, Sheet. Seed py ?S/lr ?� t. *.4 `a s 3 o z `'1. ‘1 of-27 Z 7.2,0 ° �.s (Z). —13 /g3 53,53/ / a /4675 (6)2x.L 5:3/__. �%� /• / / , P F yx '/ l 7J �XG TRNHec _.._. T3.... _ . I y / /S 7K? J ? X 4;G, 4 .7_,Zp .3 4,772 Jo $i7 (3)2x6 _ 6y I 3t) 2X ..549._ 9 _._ / it 3 9$1 2x6 l/4 u, _ __ 34 .7 (1 25-1) _ /. !� /S(o .;z.e (Fr z ) 1. �6ry no frz /: o?yo `r 2 : z..4s'3. any ° sr z 2,,,,,36',s . a 71 X ' ,'"z i Page/ of 7 S yeesdr1z / 1G. ` 41 /De "X v? o< ____ 4 ( . ±' / JcV J5 _t ! 64 23/ " lvio a . A,r. 44' • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job•'Ph}n9G fine 0f `hv. Jilt Q sE GUf.ini 2 3334, /6_? By Date: Sheet- Page_ZL of 7S 3 6-6 - Veiri e,U /iitllrcksis ?,,k10 e .c/ s 1, ; 7 I� ?....N ctr6 ees A_ -7 ,4 ei eez l( SS »,-fo b Stt -rx _.� , 00, 62 A.1oT I.LSEP, __ • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 . #) zr(ox 0t2 _- #- 2 Dr( k - s_._- �� )WSpcGc► r f & _ 0.4 I. E /li.._ lie,iv e, Date: k.rr , , � X /a }7 l 3, 6/ /lS . 3/1 Job. q" One of 'Mc ‘k 119e. AfeArn cnn5 23336 ��? By. Sheet Page ___ZSL of 75 Die !o e e ,_ __ � ix /sirr fir el JTeI C "QL2C Av4 447,4) €.7 . 1 • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • • • • • • • Job. Thasc One Of lilt V i1109,1._. r-Ir)1 ui s 23336 Date: By Sheet. Page 4 of 7`s� ,p) s /B (,,cs //5 V3s '37, loo y _ / I. 4 , 3 HeJ9D tn— 4f d.•) C.. JL g7S /.4•.m �1 v //) (35: 5 . c' u0 04.4- /,D`Gx 8 /2.700 17,' J VS /._ A 02 70 /MFG r3 - gm./ _L f_o L Se tiJet -ig Tie/ M M tie r f ,. ) c•A'L.. D L ,P r"meet?? ._ k/4/4" .niu12 . Bs A./Sp c17 110 C • • MC SQUARED, INC. Job. "Phase Die of The. Village. Apo•r -ime,n+s 23336 L l °-, B • • • • • • OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • Date: Sheet. Page J7 of C' 1 9, 5/,2. Q4s` / / ..2 %7 IL D. 9S 1 / / f/f_ G x L ' , 7 / 1 0 4 3.6 ` s! +' _ frD 2 -Dr G �'. /L 1 /. Z Di: .s- 8 BS of /v) 77; il4 • • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 J Most Q'1G of The V 11 tc L 4 4m.ti 4$ Date: By B 1 Sheet. Page J'C3 of 7-5 JAM L . visTS 3S AY 2-0 f /k 8 _.. ( I! /er'4 pK dZU ✓ .. Y /4i9 ec� e•s/ Tb __ c-t -c, : • • • 2 ] /7.4‘14,"'411: TJ- Beam(TM) 6.06 Serial umber: 700200535 User: 2 6/16/03 12:03:39 PM Page 1 Engine Version: 1.6.44 1 Stud wall 2 Stud wall 3 Stud wall Input Width 5.50" 3.50" 3.50" DESIGN CONTROLS: Maximum -973 1848 -2437 Shear (lbs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro 14' 6" LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 35.0 Dead, 10.0 Partition SUPPORTS: Bearing Length 4.25" 3.50" 3.50" Vertical Reactions (lbs) Detail Live/Dead/Uplift/Total 345 /355/0/700 870/978/ 0/1848 290/257/0/547 • - Deflection Criteria: STANDARD(LL:U360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4 ". - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate member pattem loading. • TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.46 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design • loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • PROJECT INFORMATIONz OPERATOR INFORMATION: Copyright O 2003 by True Joist, a Weyerhaeuser Business TJI and TJ-Beam0 are registered trademarks of True Joist. e -I Joist.,Pro° and TJ-Pro." are trademarks of True Joist. • C: \Program Files \Design Programs \Job Files \joists jj2.sms Joists JJ 9 1/2" TJI® /Pro(TM) -250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Design Control Control -881 1232 Passed (71 %) 1848 2030 Passed (91 %) -2437 3338 Passed (73 %) 0.161 0.471 Passed (11999 +) 0.294 0.706 Passed (U576) 41 30 Passed End, Rim Intermediate End, TJI Blocking Other Overall Dimension: 26' 6" 12' Product Diagram is Conceptual. 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® None 1 Ply 9 1/2" TJI6/Pro(TM) -250 Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 23336 �� 7.S— • • 14m W ANCEyerhaeuser Business TJ- Beam(TM) 6.06 Serial Number: 7002003535 User: 2 6/16/03 12:03:41 PM Page 2 Engine Version: 1.6.44 • Joists JJ 9 1/2" TJI® /Pro(TM) -250 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) 700 Max. Vertical Reaction Live (lbs) 345 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 • Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on odd # Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) • Live Deflection (in) Total Deflection (in) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) • Moment (Ft -Lbs) PROJECT INFORMATION: • 618 628 628 670 # spans, LDF = 298 303 303 325 LDF = 0.90 327 332 332 355 Copyright 0 2003 by True Joist, a Weyerhaeuser Business TJI0 and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist -,Pro. and TJ -Pro'" are trademarks of Trus Joist. C: \Program Files \Design Programs \Job Files \joists jj2.sms 14' 1.50" 11' 9.50" 1848 870 3.50(W) 32 32 = 1.00 , Dead + Floor 1739 0.119 0.253 -881 790 -973 875 1848 1848 -2437 spans, LDF = 1.00 , Dead 648 -853 475 658 -943 525 658 1468 700 1468 1909 -2015 279 0.161 -0.057 0.294 -0.049 , Dead Only - 466 418 -515 463 978 978 921 -1290 498 940 0.038 0.082 1.00 , Dead - 494 734 - 545 813 1358 1358 763 -1712 1207 -0.045 0.089 0.095 0.130 - 452 - 462 462 485 + Floor - 178 - 183 183 195 + Floor - 514 - 523 523 547 -239 - 244 244 257 547 290 3.50(W) OPERATOR INFORMATION; • • • • • • Joists JJ TJ- Beam(TM) 6.06 Serial In r 7002003s 9 1/2" TJ I® /Pro(TM) -250 CO 16" o/c User: 2 6/16/03 12:05:08 PM Page1 Engine Version: 1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN SUPPORTS: 2 Timberstrand LSL 3.50" Beam Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro CONTROLS FOR THE APPLICATION AND LOADS LISTED Input Bearing Width Length 1 Stud wall 5.50" 4.25" Maximum 784 784 2711 3 • HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Flanges 2 Top Mount Hanger ITT9.5 0/12 0 N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 DESIGN CONTROLS: Design -784 784 2711 0.217 0.461 34 Control 1120 1120 3338 0.461 0.692 30 Control Passed (70 %) Passed (70 %) Passed (81%) Passed ([1765) Passed (L/360) Passed 14' 6" Top Flange Top Flange Offset Slope Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ- Beam9 and TimberStrand® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro° are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Files \Design Programs \Job Files \joists jj.sms O LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 35.0 Dead, 10.0 Partition Vertical Reactions Ply Depth Nailing Detail Other (Ibs) Depth Live/Dead/Uplift /Total 389/438 /0 / 826 N/A N/A N/A End, Rim 1 Ply 1 1/4" x 9 1/2" 0.8E TJ- Strand Rim Board® Hanger 384 / 433 / 0 / 817 1 None 9.50" N/A Top Mount Hanger No 0 N/A Support Wood Species Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 Product Diagram is Conceptual. • - Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4 ". - Allowable moment was increased for repetitive member usage. - Deflection analysis is based on composite action with single layer of 19/32 ", 5/8" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • TJ - Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32 ", 5/8" Panels (20" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.46 PROJECT INFORMATION; OPERATOR INFORMATION; 233.31, 2/ 75 • • • • • Joists JJ TJ- Beam(TM) 6.06 Serial) Num c 700200 9 1/2" TJI® /Pro TM -250 @ 1 " ( ) 6 o/c User: 2 6/16/03 12:05:09 PM Paget Engine Version: 1.6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED PROJECT INFORMATION: OPERATOR INFORMATION: 2333 . 2 o/ 73 - ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrandm are registered trademarks of True Joist. e -I Joist °,Pro- and TJ -Pro. are trademarks of Tres Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Files \Design Programs \Job Files \joist. jj.sma • Loading on all spans, LDF = 1.00 , Dead + Floor Design Shear (lbs) 774 -784 Max Shear (lbs) 784 -784 Member Reaction (lbs) 784 784 Support Reaction (lbs) 826 817 Moment (Ft -Lbs) 2711 Live Deflection (in) 0.217 Total Deflection (in) 0.461 • • • • • ii Joists JJ TJ- Beam(TM) 6.06 Serial) riumoer 030035 9 1/2" TJI ® /Pro(TM )-250 CO 16" o/c Page 3 EngineVersion8 6.44 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group • 13' 10.00" Max. Vertical Reaction Total (lbs) 826 817 Max. Vertical Reaction Live (lbs) 389 384 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) 410 -415 Max Shear (lbs) 415 -415 Member Reaction (lbs) 415 415 Support Reaction (lbs) 438 433 Moment (Ft -Lbs) 1435 • PROJECT INFORMATION; OPERATOR INFORMATION: Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI,,TJ -Beam® and TimberStrand, are registered trademarks of True Joist. • e -I Joiet*',Pro- and TJ -Pros are trademarks of True Joist. Simpson Strong -Tie, Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. C: \Program Files \Design Programs \Job Files \joists jj.ams MC SQUARED, INC. Job.Thase, One of The ,t1 ,v_cipaAm en+ a L33-34 • Date: By • • • • • • • • • OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Sheet. -- twit SS y irki = ./Z 1- 0" 5 78 C Lo rn / 2-5 c.) A 2 < 7 7 AIR- 12 , Use .A74,1) 7itf P e-e Li,te( r .w-i-x, &c.c. Lca,... 'gem 6 -e 1 a/ 8-e 3, 3 s , 6 I, 107 0) zx 4.i 314 o. 'B 8 Sr (S ) ° V° E. 6 Is sr-0 2, ssc 1,0 LL l sr 6 / - 6' 8,15.c 1,6 402 0 J si , 6 4 16 I. 55 7 263 / 2 155 A 1.4.- S'7%. A vi <1 is 3f-ft et, 3, sSe. g „g , 3 93 p,/ 1,d)1)-.1 e 3/ sree.c_ Pg.dv, ,56, 0 IV 2 2, A s -?gg (2-etzi) 0.375 -5/ 0 4 roe c' J31 74. 321 1 4 77.0 z- 35 1 f2 . . GIS 0, 0.5 / h pfiA/‘ jze /1 2.7/1 F4 , 937 4.?ips? rie.,/,, 14' fy, 7 tvi,21.,Pcoh, .141 T r-k _ °Tt- LL 0 a rE42404— Ai‘ ki F'r Jh es H tf.. FI> _ D's 1, 3 1 1414rtr Page • • • • • • • • MC SQUARED, INC. Job. Those. One of -'1e tillgoL P a/A/W. 4S 23336 OLYMPIA, WASHINGTON 98506 (360) 7549339 Date: 4/l).3 By AL! FAX (360) 352 -2044 = of 7S Sheet: Page Lipper— 4o1. � e i eA /�uRw .41/0 -. DES /<t/ /-ve zne � G,t7ieAc. _AAA L . '6-4) DE,S /6 c/ Fe. - - Picsieves .. A --r_., MEW I 0 r 2t-DC: 1 ), 3 1' �A S "Du)l 8Et x43 - -- 4� L. yv II v W'J r - -7 Ct U 44-4.4 - rr kK —J I vy I he • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 k1/7 D F Ca k8 ? D �., 30, s SAO Jo. z 4"o_ ,4- - 27. 532._ - y' -2 Lisa. S nuE foe- dCTDet UU / / f 8 : a a , si3S / 39,163 79s- �! 9s Us6 /i)r6xe vt j'.7xr Job. Al2 .01e b f i i 1 G Y t L Q, A .ammo?* s 233310 Date: 4 %3 B 4kq Sheet. Page 7 of 71, Alit/ f ��y 2 DF &XB DF Gx8 V '32 • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • Job. MOSG Ole of The, V U cv., Apo/Arne/Its ?.a3 B Date: Sheet. 1 Page _ of 7 - 5 if. 7 7v3 i ., elf, �. 1 q 3 3 a? / 9 �- /. Gib / Ii S � 2 D1.= SAY /O 1 w Dir 4 8) ergibi Y pM)l_Z 10 -6 Nom; yr L/fi - 74 vS ri c-43 24P ni.. vR.^ n �rsSPy • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 17 ' G' 99 Lt � 2/e Z2- DLL a � L i z J s, P 3S ysf �c �Upsj sa (5 )/ /.i x. _ 9 12 - _ 11L +1.L+ PL orNr LRo @ 2 1 -0 9 = t 1,oy /z) D1 „o Job. 1 Q1!_ or ihe it1Ia j (473.4' mcM 7.333io 4 '42 B Date: Sheet. Page -9 of 75 • • • *imis. A TJ•8eam(TM) 6.06 Serial Number: 7002 003535 User: 2 6/17/03 4:18:38 PM Page 1 Engine Version: 1.8.44 SUPPORTS: Input Bearing Width Length 1 Stud wall 5.50" 5.50" 2 Stud wall 5.50" 5.50" DESIGN CONTROLS: Maximum -2056 8798 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) • Total Load Defl (in) Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. • C: \Program Files \Design Programs \Job Files \beamcl.sms Beam C1 4 Pcs of 1 3/4" x 9 1/2" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 4 4. LOADS: Analysis is for a Drop Beam Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 35.0 Dead, 10.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment • Point(lbs) Floor(1.00) 713 499 13' 9" Point(lbs) Floor(1.00) 350 245 7' Vertical Reactions (Ibs) Live/Dead/Uplift /Total 766/863/0/1629 1037 /1053/0 / 2090 Design Control -1961 12635 8798 23550 0.277 0.594 0.558 0.892 Detail L1 L1 Control Passed (16 %) Passed (37 %) Passed (U772) Passed (0383) 18' 6" Other Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading El Product Diagram is Conceptual. 1 Ply 1 3/4" x 9 1/2" 1.9E Microllam® LVL 1 Ply 1 3/4" x 9 1/2" 1.9E Microllam® LVL - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will • be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIERS / BUILDERS GUIDES for multiple ply connection. • PROJECT INFORMATION: OPERATOR INFORMATION: 23336 X 73- � TJ-Beam(TM) 8.08 Serial Number 7002003 User. 2 8/17/03 4:18:39 PM Page 2 Engine Version: 1.8.44 CONTROLS FOR • Load Group: Primary Load Group • • • • 4 Pcs of THIS PRODUCT 17' Max. Vertical Reaction Total (lbs) 1629 Max. Vertical Reaction Live (lbs) 766 Required Bearing Length in 1.50(W) Max. Unbraced Length (in) 32 • Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) • PROJECT INFORMATION: LDF = 1.00 , Dead + 1500 1594 1594 1629 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. C: \Program Files \Design Programs \Job Files \beamcl.sms Beam C1 1 3/4" x 9 1/2" 1.9E Microllam® LVL MEETS OR EXCEEDS THE SET DESIGN THE APPLICATION AND LOADS LISTED 10.00" ^ 2090 1037 1.50(W) 8798 0.277 0.558 Floor -1961 -2056 2056 2090 784 -974 842 -1032 842 1032 863 1053 4446 OPERATOR INFORMATION • • • • • 0 A • Lk Rev:560100 User: KW- 0605122, Ver 5.6.1, 25 -Oct -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 m: \engineering programs \ec55 \the village.ecw: Description Beam D1 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance 1,053.0 Ibs 1,037.0 Ibs 2.000 ft Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 924.01 psi Fb 1,050.00 psi Deflections Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. Center Left • © Right DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 35.000 pcf 499.0 Ibs 713.0 Ibs 3.000 ft 0.00 k -ft 0.00 k -ft 4.37 fv Fv Dead Load -0.020 in 2.460 ft 3,007.8 L.Defl) 0.030 in 0.000 in 0.000 in 3.84 k -ft 0.00 k -ft 47.00 #/ft #/ft #/ft 0.951 : 1 3.8 k -ft 4.4 k -ft at 2.000 ft at 5.000 ft 90.39 psi 95.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Ibs Ibs 0.000 ft Total Load -0.043 in 2.460 ft 1,407.52 LL LL LL Scope : Reactions... Left DL Right DL Title : Dsgnr: Description : Ibs Ibs 0.000 ft 5.00 ft ft ft 67.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: @ Right 1.87 k Camber: © Left 0.000 in it Center 0.030 in I@ Right 0.000 in 0.97 k 0.86 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Ibs Ibs 0.000 ft Job# Z5' Date: 4:38PM, 17 JUN 03 0.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft Beam Design OK 2.9 k 3.1 k Left 2.04 k Max 2.04 k Max 1.87 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Ibs Ibs 0.000 ft 0 • 0 • • 0 • 23 Title : Dsgnr: Description : L., Rev:560100 User: KW- 0605122, Ver 5.6.1, 25 -Oct -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 2 m: \engineering program, \ec55 \the village.ecw: Description Beam D1 [Stress Calcs Bending Analysis Ck 34.680 Cf 1.200 ® Center ® Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb [Query Values M, V, & D @ Specified Locations Center Span Location = 0 Right Cant. Location = ® Left Cant. Location = 0.000 ft 0.000 Max Moment 3.84 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.93 k 30.803 in2 95.00 psi 2.04 k 1.87 k 0.00 ft 0.00 ft 0.00 ft Sxx C I Scope : 49.911 in3 0.000 Sxx Req'd 43.92 in3 0.00 in3 0.00 in3 ® Right Support 2.66 k 28.030 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Area 32.375 in2 Allowable fb 1,050.00 psi 1,050.00 psi 1,050.00 psi 0.934 in 0.854 in Shear 2.04 k 0.00 k 0.00 k Job # mi Date: 4:38PM, 17 JUN 03 � — Deflection 0.0000 in 0.0000 in 0.0000 in • • • 0 • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 1sf Job' PVLS/. QY o'(' 110. Date: 4/4� B Sheer !!rti _ O. .s... ._" 2_1 2 ,. 44FCLaC % /o C/ %/ 731 2'r G X � 1/s �.. =s �y3 Zx�s�r _ e7•i3 S -tr ._ a .o96 / __ v2d1 C3 zX,t !� Z, 0 Y _ _ /. 0 _..._._ as$ 4.) xys .. _ �9y Ay/7 s /Jt. c_. �}/'�i� &. _ � /4/mW /-el� e's� / 9zc.___ /7/ z cf n2, ?? If in 6�1t . i! S _ /4a . ' L Lf / 2 ! 2.1 %t/ . .-,� 6.4 if C�7 Page !,( t , 6 Vii.,( Srn 7, � • • • • • MC SQUARED, INC. Job G1'1e of 1Fi �t114 J4mr�rrirrt�a 2,33360 OLYMPIA, WASHINGTON 98506 (360) 754 - 9339 Date: c� a 3 B /V.& FAX (360) 352 - 2044 G�?J LIPtc Ss _AA/ Q . .b'eSf4 �r --1 pp 04 2u0 r .fe J� Wet T t` 41 4, 3Qa 2vo ft i I u, 1 11 1 1 w V, 81 e , Sheet. MBGZS EI - ! .._ ,?'t' ? wi./ BEw1J. ,f),fQ 104, 4: 4, t:l P, Iy, H, I �r u, Al , IK' 1 E, _ I fi k _ ‘4 N. I. 1u, V I V1 V, - �' 1 r/, 6, u, 1u, 1 F, 7 ,7 e , r - , C. IVI V Page -S of '.r C, t/ 'J • _ =1 r= y, A QJL Kvu • • e • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 /5 J5_ �_ /x /75 (D it 4 r A0 .AF 6 Kto _. ate ,°2�1?..b 1 Job. (phase, One off' 'The \►114gt.. fMkmenF Z 33b Date: G �. By: /WI Sheer Page .?G of 76- • • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 ) C _�. /Th _G ei _ ___ ' 6,Ke a 1 .....5 .. X33 0 -3 /. / /� ol-G 03l ..:._. <7. •._,G 7 ... - 773 . 3,s .7, 3_5 4,4/ /DA G ik 8 _._D .C.. 1 ? , GX 8 L/ 56 S/tlfe F aL i .G /.ff.S »ec rn-1 Date: duo Job. ase Sheet: Page 33 of By • r • • • • 1 MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Wi17-I / Df / x /o /G 0 ‘...5,0 91.3z1 fo. 4 ..I 5/G. a3 72. si ' 4 ._ 2. .3 3, a3 7 al,/d!,, A. '/ 4.6 L /s( / '" 4-/0 Job. 'Plwz. Or of The. ji IIQor. 4W1D1cr►k5 23336 Date: l °.� B Sheer Page 39 of 7 5 G DE G 4/ t f • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • • • • • Z0,9 2 ji5e Job. Attu. 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Diameter Spacing Uplift # ' C/_, 4 G si) _" ./S z X70 ii ,..//sr3 ) 5 7 5 4 /G ■fro A t ` '4 /a 1G,3g (r) Y -/ 3 i 2-- ...evii 44/ o a7/ -" u574 (.2)7S Sas/ 4 /./ " if , f. sr /3,94 (Y 2/ V.3 / S a 356, 2 . , ° zG v 7/2.- TZ Z (T.) 7. (. s, .ue r,.. ,,i. 2s-ii ..-W f/o72 • 1 6,q, ,2/ /f4 /- /Y —�� C S 3,5/67 / / 2 -- 4- /. 5 9G , - /XI - 29s '— 1 J MC Squared, Inc. Name: 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Engineer: /J Page ( z._ of ,ZS • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 • • • • • • • U UJ o g- 2-vo 'co 4 v ti! fry 770 R / 4 ½'s Ce ; C_ Ao„VTX-4i ee. e i'h' ' ( , J e 4i i 4 ,01 .11 l . f ,.... ,4 Y ��i<GCS /../ .... Vi n _ ) . t / I /4/t S, d G Q i 6 Job. Date: - , By /(/c I �f Sheet- Page f' of • • • • • • • • 1 i • .■■■•■■ i r e xt a i, MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 Job. Date: By- Sheet. 333 0 Page &V of 75 11 leu _1.1.4L(s7 0 ". , 0 too — 6 _ 9 Y7 <,12_ - 3:5-45 73 735 ‘ 5 70_ Ps' /G 2- fo 7 Jo_ 4,1,5 J.s' 6" -S 9 .4 gip 1/ 3 7 / -3 33-2- /7/ 7 7 Y7 19 / //n/ 1 _570 93.2. 15 4)24 ...IT 7 147 35 _ Si/ J3s o3 / 11 J f - / 751 ,f 3, A/ "0 7 1 - 0 ilit5 7 1/AJ crt 7 F. /1 -6- 3/f1 - "O ./3G /5 5 I- 73-Z, 7/1/ 1/ / /7 51 / / s/ / ..n) -tttv- WaII Level V WaII Available Total Wall v Wall T • : Anchor Bolts Wall Section Weight Down Net U •lift Total U •lift Required Holddown min. Diameter S • acin • Uplift # LP, 35 (.3 ..2 z_ ...? /5/ / / , / //v - ,r , L_ '1 3V /1 35 /1/ l ,5 4 // // d'o C f7 /c.v. , (()/z 3s4.34/4 , -2 7z --V f 5 4 ■ a3 of/046 z /z. # _ /3 /3, ', - 7, �-- SF . � 3 C ) I z ?I S / � `' /Z 20 -1)5/ ---"" 14/tis MY , " — / i ( , s o l 9/' iO / ./5 , " 37 �1 S /, "l /f l (z)1 /, P z 7 VVf ? 0.2y 9.S 90 „ -7 #7"r// yid 1 MC Squared, Inc. Name: 3 f�,6 .e /ate 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Engineer: Page �,5 of _ • Warr Level V WaII Available Total Wall v - Wall Type Anchor Bolts - Wall Section Weight Down Net Uplift Total Uplift - Required Holddown in. Diameter Spacing Uplift # (2, te_- 3041 1 /i - / -- _ /4 3.3s - zGS< Sr 3 - 9/ /V /f/ v i 3 3Y / / o . o f► 35 /4. 0 )2o - V / e ?1 •S 3v - G =_.___ 1,4, , r2)3S /7 )V /3 3.3 , /0 73 St 37 ' /2_ /Z- 3 3 5 - 197 . 1 - ,1' f S i (z) ? . s / 4<,' Z a vs , / 0 ,23 v g /2 /Z /S!y r " 1 _ r i • • • MC Squared, Inc. Name: 1235 E. 4th ave Date: g / Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 • • • • • • Engineer: Page as of ?S • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • • • • Job. Date: By Sheet. Page 67 of 7 s' (w 15 /(4 LJ /vo 4•0 ry 7 _/,40 g Apr Ta Dfiposirg Sine Ludo"; toeos 1.0/4-L 7 f'irx>e AEa N r Cz • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 r .. FAX (360) 352 -2044 • • • • • • • • It ooK Zo_ �yof j A /5 41_ 2,00 B 23 g P ootif'c/E /fac% 5. 7 /0 /o /4/4z- 25 4 z. 35 /(/ .51 t /a yS Job. Date: G-3 B Sheet. Page 6? of 7c5 /4A 9.53 j 03/ 3Q/ so) as 93 • • • • • • • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352-2044 tz Job. 2 3 J 25 /q 4I j_. jlo 3V4 7 L�7± /1c2 3 V 6 /fa7 0 o 3 VG 7 • 7 A_)" Date: By Sheet. -• Page 67 of ij 4. e 4-ea I 71 7/01, / Zo 21 + 52-o 2,7/3 et 2/QC' 7/047 _ _ 2_0 2Jf _71?-<.) tad' 4,2 7 6 /e7 Ss" 2 3 cf SIOZ y /y4 2 7si )z "j / 6,71y f A /otz.-9 90 LA/W.1- 7 37u 2 ?. / i Ve ef le $47 /92-5" (0. a 33V Wall Level V WaII Available Total Wall v Wall Type Anchor Bolts ' Wall Section Weight Down Net Uplift Total Uplift Required Holddown A in. Diameter Spacing Uplift # / U 1 Lx- 81 0 /0 g7 I 7/2- /o //n /6 /4/6 .r I a 1 5 it / 93s /0 /o l'99 / . lin /3 - V,, /0 5o / LTT,/, B 8 L2 0< 3d i 2l /o v / %9f/ // ` 52.6 s rt dee ds< 2 . O s Yi G V s - /.ela .7 U£._ /4 //o // /o w / 7'7 /l //o - 3 _ , 3' 1'1. VG Y/ 4 Z) /6 3z /JS / //e .2_ /4 9 V i , /4/v t 3 i ] Se 7 3 - %0 / , 61 / / / l r ) c i i ' 9/7 / G 90 2 z6 1hdo ' _ L/; (/ 3 9G7 rz) e .� 40 91 / 77o V 7o Ym 4,40,0 ( 2 ) /u / z/ t, fir e 7 / (2)/•7 3/ /77 J / /-rte /, f'o 6s /G.fl..- , ti', S P /0/29 /2 )33 ? 0 /V s / JO in / /Si g f 1 0 - V/j -- ---- -� p' ) `i n? /0/ i g /7 I0 -5 2 - 1-; 7 }; 755-2- (I) 11 q /95 / /S'f0 / 9 9e) 7f A�/oLb` , f / /z9() (; } /1 i6 //9 - / f/ V/ /40 1 9 76) ?? / 74e/oee: MC Squared, Inc. Name: a ?3? 1235 E. 4th ave Date: Engineer: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Page ?ri of _S • MC Squared, Inc. Name: ,...? 3 6 6 /co Engineer: /U 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Page / of s x • Wall Level V Wall Available Total Wall v Wall Type Anchor Bolts Wall Section Weight Down Net Uplift Total Uplift Required Holddown in. Diameter Spacing Uplift . 1_ 3 t # tic a. z 3 N2 Sf . _ 2 v • /O .. do 7K ' (t)S•6 1 Si /3 27 72- iv 1/ roa r2 u /C1 141)101 s; )813g (i 3, s 3) a7 tY (,V3 .f.. % G 265/ /QYok :16e 7i _ V `) /0 /0 •- t_) s'S' s: - 4. (2) Cs , 4.- 4 3- ' S 2 , 2 /7 3, S' /30 1 i L , L y Cz )L - 4 T d. 13 0)3's 32 ° / ,-3 - r3a /bZ . , 1) OA bet ; / a ,.) � j a Z1 -, '' I . MC Squared, Inc. Name: ,...? 3 6 6 /co Engineer: /U 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Page / of s x • • MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754-9339 FAX (360) 352 -2044 • • • • • • • • • L-0/,/ /57 (w') Xi 41 TL 11 O L /A /65 /51-//C- ._. 6/772* LS 3. `r_.7 / is/ Job. Date. 4 / 3 B Sheet: Page of_ I a , • • • • �. ,v • C vr, Ta T • • • • Cwur. i MC SQUARED, INC. OLYMPIA, WASHINGTON 98506 (360) 754 -9339 FAX (360) 352 -2044 Job. Date- By. -(r‘ Sheet: Page 7 of 2S' ES t 2,oF� __ ..7 _ ___z6 __ -33 /3 3 z. _ Sf/ _ _ _, 9 t� _ 9 _ 18_____33 1 yy /712 ( 61 8 _`}.... ?- Vii__ 207 /S , o . .._, __ 3, q -71C. 2 Vk. . a 7 Xz /33 S/07S -69 ; _ /32. 4 ./YY/ 4.2 77.3 __ _ „.77/o ,i/71 .30(.1 /7 /.2f .10 7 ... 5 /7/ / 2 / o 7 .e,7 124 84 - .0516 _l_1.__ 1 -g x'9 MC Squared, Inc. Name: - 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Engineer: /1/,f Page 257 of • Wall Level V WaII Available Total Wall v Wall Type Anchor Bolts Wall Section Weight Down Net Uplift Total Uplift Required Holddown in. Diameter Spacing Uplift # 6 Le_ Aa9 (- 23 /a) I 7,1' .3.5 .. 3.347 ///,/!O ( g • I " - 24 , z-- a ' il_xS (z) 3S Is ,A;.8 . / W /P-27 3. S /fro /.S'jz G2-7 .p ..3 `/ SF /Y62- (:) /o -s _1I s 1 ) 2 Vi /o /0,S oz (10 — 3 f / / �`f 6 fiL, z, s 3, ' ;. / 02 / / 9, .6.7 rz)3 3 ., • <_, ' V V(,, (2 3 , , 0? 3 ?51 ZG3 9(0 ,e/o c Sl q V9 /i • 1 MC Squared, Inc. Name: - 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Engineer: /1/,f Page 257 of • Wall Level V Wall Available Total Wall v WaII Type Anchor Bolts Wall Section Weight Down Net Uplift Total Uplift Required Holddown _g/ in. Diameter # Spacing Uplift (o ( 4 ,:,25'2� ,5- 2?, ' // __ '___{.3 o, o slo - / . 1 3,o v ,' yo71 R,o .2/.(3 / qct Vi l5S7_. le) 9 897 Lr/z-dS 13,> .P,c ..)72.3 / o mob' 1 1 - VI f,?I /0,0 /7 0 27 44/ is n ', o -3. 5'7 c.-- goad' /7 11 /G S / /goo 9, /1 d zss A. ,tfa •c6 S Sr 57)09 /s rs ' c3r - 99 / - �, c-,� / I d Z /I, // d - G 1 S / 37 (2 3,o G,o i 5 7,i/ox 1 I MC Squared, Inc. Name: -_ 23ek 1235 E. 4th ave Date: Olympia, WA 98506 Phone (360) 754 -9339 Fax (360) 352 -2044 Engineer: it /J Page 7 S of • 31/ x9" GLB W/ 8 2x6 A CH 5r / G BL 2x6 EACH 5 /8"x9" G W/ DB 5 x9 GLB BL 2 EACM pND /8 x9 G .1_._ W/ DBL 2 6 STUD AT EACI j END I 1 1 1 1 1 37 ALL INTERIOR BEARING WALLS ARE TO BE 2x6 FRAMING. INTERIOR BEARING WALLS ARE SHADED TYPICAL W8x31 - W /(6) 2x6 STUDS AI EACH END W8x31 2x6 STUDS EACH END i-- P.T. #2 HF 4x12 STAIR STRINGERS W/ SIMPSON HU412TF HANGERS SLOPED AS REQ'D — SEE SIMPSON HTT22 IN DBL 2x STUDS TO FOUNDATION UNIT E UNIT E TYP. CONT. T PARTY W 1 II L_JL� IL —__J u- - - --i1 11 I' 11 1 I I 11 O. 9 1/2 I,A /01°' h TYP. J _ . 526(f SIMPSON HTT22 IN DBL 2x STUDS TO FOUNDATION 6 ttikr E, II #2 DF 6x10 11 W/ DBL 2X STUDS 0 EA. END TYP. d@ Co 0 Z) /(1- MST 371(.0 SIMPSON HTT22 IN DBL STUDS TO FOUNDAT Et 3/ W/ EDG TYP SIMPSON HTT22 IN DBL STUDS TO FOUNDATh NOTES: • USE #2 DF 6x8 HEADERS W/ DBL 2x6 TRIMMERS & DBL 2x6 KING STUDS AT ALI EXTERIOR OPENINGS AND INTERIOR OPENI■ AT BEARING WALLS TYPICAL UNLESS NOTEI OTHERWISE.