4027 4TH ST SE 2024 Plans 2025-09-30

STRUCTURAL NOTES: 1. DESIGN INFORMATION&LOADING: TV.) � 1.1. BUILDING CODE IBC,2015 EDITION ) LENGTH OF UNIT �T 1.2. ROOF LIVE LOAD 30 PSF(SNOW),Is=1.0,Cf=1.15 1.3. FLOOR LIVE LOAD 50 PSF OR 2,0009 CONC.(OFFICE) 1.4. WIND CRITERION 120 MPH, EXP C,Kzt=1.0 1.5. SEISMIC CRITERION SDS=1.00, le=1.0,SITE CLASS D,CATEGORY D 1.6. ASSUMED SOIL BEARING 1,500 PSF •7. WALL PLATE HEIGHT 9'-0" 1.8. ROOF SLOPE o 2:12 OR FLATTER o 2. CONCRETE: 2.1. DESIGN COMP.STRENGTH 2,500 PSI "o H 2.2• REINF.YIELD , c z 60 KSI ® v,; 3• MASONRY: am 3.1. 8x16x8 UNITS ASTM C-90,GRADE N 3.2• SET UNITS W/CORES VERTICAL&NO MORE THAN 3 HIGH,PER PLAN, Via` WITHOUT SOLID GROUTING CORES.SOLID GROUTED CORES OVER OVER S PADS & PIERS, NO. REQUIRED PER TABLE A O HIGH REQUIRES SPECIFIC ENGINEERING. - SEE DETAIL Al & A2/Dt SPACED EQUALLY V 4• WOOD: ANCHOR HOLD-DOWNS, SEE DETAIL B1 & B2/D1, 4.1. ALL WOOD TO BE HEM-FIR STUD GRADE OR BETTER. SPACED EQUALLY BETWEEN CORNERS 4.2• WOOD FRAMING AND SHEATHING WITHIN 6-INCHES OF GRADE TO BE PRETREATED FOR EXPOSURE TO MEET IBC 2015 2303.01.9. 4.3. CONNECTORS IN TREATED MATERIALS SHALL BE HOT-DIPPED GALVANIZED T OR STAINLESS STEEL PER IBC2015,2304.10.5. 12' WIDE MODULAR FOUNDATION PLAN SCALE: 14.4. SET MODULAR BUILDING SUCH THAT THE FLOOR JOISTS ARE A MINIMUM OF /8" = V-0" its 18-INCHES ABOVE FINISHED SUBGRADE BELOW BUILDING. `k3 5. SPECIALTY ITEMS: ("MINUTE MAN PRODUCTS,Inc."(800)438-7277 TABLE A a o www.minutemanproducts.com,OR EQUIVALENT.) vi ! 5.1. METAL PIERS TO BE CAPABLE OF SUPPORTING 6,000# MODULE RAIL PIER/PAD SPACING 1r0 N z N grbIe INSTALL PIER/PADS UNDER CHASSIS, SPACED EQUALLY BETWEEN CORNER PIERS � Z 5•2• HOLD-DOWNS SET IN SOIL AND LOOSE GRAVEL SHALL BE SOIL ANCHOR m z a AUGAR-TYPE SET VERTICAL W/STABILIZER PLATE OR HEAD;OR DRIVEN INSTALL HOLD-DOWNS, SPACED EQUALLY BETWEEN CORNER HOLD-DOWNS ANCHOR W/STABILIZER PLATE OR HEAD,W/A MIN.DESIGN WORKING 3 w 3 0 LOAD OF 3,150#AND AN ULTIMATE LOAD OF 4,725#.NUMBER OF ANCHORS LENGTH OF UNIT # PADS & PIERS # HOLD-DOWN ANCHORS Q m jE 3 Its AS INDICATED ON TABLE A.CORNER TIE-DOWNS TO BE WITHIN 3'-0"OF THE EACH SUPPORT RAIL EA.SIDE EA.END o z ff BUILDING CORNER.TIE-DOWNS OTHER THAN AT THE CORNERS SHALL BE g SPACED EQUALLY.EACH INDIVIDUAL EQUALLY SPACED TIE DOWN SHALL BE 32'-0" 8 3 2 N $ WITHIN 4'-0"OF THE EQUAL SPACING. 40'-0" 10 4 2 0 5.3. TIE-DOWNS TO STABLE CONCRETE SHALL BE EITHER A MMA-I8-THDLS FOR 42'-0" 10 4 2 PRE-POURED CONCRETE OR A MMA-42-210-PDH POUR INTO THE 44'-0" 11 CONCRETE.NUMBER OF ANCHORS PER 4 2 5.4. TIE-DOWNS SET IN AN ASPHALT ROADWAY 48'-0" 11 „ OR PARKING ARE 4 z A SHALL BE 2 Z ROCK TYPE ANCHORS 56'-0" 13 5 2 < (D 0 o 5.5. INSTALL GROUND PORTION OF THE ANCHOR PRIOR TO SETTING THE 60'-0" 14 5 2 Z ¢ N BUILDING.CONNECT ANCHOR TIES TO BUILDING ONLY AFTER BUILDING IS Q Q a FULLY BLOCKED AND LEVELED. 0 5.6. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURER'S F- 0 J Z Q in RECOMMENDATIONS.SEE INSTALLATION INSTRUCTION MANUAL. 4. VENTING: z m O I j 2 > a 00 LU , 4.1. PROVIDE UNDER FLOOR VENTILATION PER IBC CODE AND LOCAL = U ui 0) 0 REQUIREMENTS AT 1 NET SF OF VENTILATION PER 150 SF OF FLOOR AREA. F.. o o 0 4.2• IF A SUITABLE VAPOR RETARDER IS INSTALLED THE RATIO MAY BE LL z a, INCREASED TO Xsoo,IF ACCEPTABLE TO THE LOCAL BUILDING OFFICIAL. o Z g N 6. ACCESS: 6.1. PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE CODE. (� ¢ J LLJ z 6.2. PROVIDE 12"MIN.CLEARANCE FROM SOIL TO UNDERSIDE OF ALL BUILDING �S1pNAL �� Eo 'p�'� o LL o m SUPPORT MEMBERS. SIPO��V �G1ST /� �5� �N Qv �pW C� U Q 0 a 7. SITE CONDITIONS: i0 4 � � 7.1. FOUNDATION SUBGRADE TO BE UNDISTURBED NATIVE SOILS OR 23 �� v < N Cl 'aa o STRUCTURAL FILL,COMPACTED TO 95%OF THE STANDARD PROCTOR DENSITY PER ASTM D-698. Na O o 0 7.2. SLOPE FINISHED GRADE AWAY FROM THE BUILDING FOUNDATION AT A MIN. ,r+ �, OREGON REVISION DATE: GRADE OF 5%FOR THE FIRST 10-FEET AND 2%THEREAFTER TO A SUITABLE Lti l9Q` Gj O tnp q C.� G 19378 ��• 10/05/2019 DISCHARGE. 49 OF G F,4 T•23, \GG �� L N f9. BR1G N W. BR �ONA4� 1 of 2 Jt101S�5 e/30/z0 RENEWS: DECEWBER 31 20,9 �—, g, ,�21 SHEET: 12 -- - MDREW WEIDI